ITB-25-1_Bid_Documents-Technical_Specs.pdf

CRUISE TERMINAL 5 MARINE IMPROVEMENTS

PN-25-011D

ITB-25-1

25CPA002 02 41 00-1 BID SET

SECTION 02 41 00

SELECTIVE DEMOLITION

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Requirements for demolition and/or deconstruction of selected existing facilities, structures, utilities and other components, including disposal, and protective requirements. Demolition items are as shown on demolition drawings, including but not limited to existing steel monopile mooring dolphin, selective areas of the underwater grouted scour protection mats, metal catwalks/walkways and the supporting concrete piles and pile caps, concrete pier deck and curb sections, fender and bollard.

1.02 DEFINITIONS

A. The term “Owner” shall be defined as the Canaveral Port Authority.

1.03 SUBMITTALS

A. Demolition Plan: Submit for review and information only, outlining:

1. Means and methods for completing demolition works indicated.

Include methods for protecting existing structures and utilities that will remain in place during and after demolition work.

2. Excavation support and protection plan, if applicable. To be developed by qualified Florida registered engineer retained by contractor. Plan shall reflect the contractor’s established means and methods of construction.

3. Written confirmation of the completion of all utility locates prior to scheduled commencement of demolition work.

4. Schedule indicating sequence of operations for selective demolition work. Include coordination for shut off, capping, and continuation of utility services. Must follow sequence presented on the drawings.

5. Photographs and video of existing conditions.

6. Specific details regarding dust, debris and noise control protection and turbidity control. All activities shall be in full compliance with established regulations and environmental permits.

7. Commercially certified dive inspections information, to assess the condition of areas to be demolished, complete selective demolition work and complete bottom survey over in water demolition areas after completion of the work. Include provisions for removal of soil

25CPA002 02 41 00-2 BID SET

buildup over the grouted scour mats, to accomplish the required assessments.

8. Project experience: listing of similar projects over a minimum five-year duration.

B. Dive Inspection Report: Submit report prepared by commercially certified divers. Indicate description of dive operation, means and methods utilized for removal of soil buildup, report of the conditions found before and any debris found within the new berth box. Indicate physical description of debris and location. Issue final certification that all debris was removed prior to project substantial completion.

1.04 QUALITY ASSURANCE

A. Contractor is responsible for ensuring the stability of structures during construction and demolition activities. Demolition plan shall be developed by qualified Engineers and shall include installation of shoring, guides or other supports as deemed necessary to maintain stability of existing facilities during construction.

B. Demolition contractors and subcontractors shall be qualified by experience:

minimum 5 years’ experience completing project of similar scope and complexity.

C. Use of water jetting for removal of embedded piles and other members is not permitted, unless it is performed inside a casing that completely encapsulates the jet and pile. Refer to demolition drawings for additional requirements.

D. Contractor is required to contract services from commercially certified divers to inspect the bottom of areas adjacent to demolition works. All debris that is located during the inspections shall be completely removed before the start of construction and is not allowed to remain.

E. Contractor is required to contract services from qualified Florida registered surveyors, to verify existing facility dimensions before the start of construction. Notify the Engineer of any discrepancies with the information presented on the contract documents.

PART 2 - PRODUCTS (Not Applicable).

25CPA002 02 41 00-3 BID SET

PART 3 - EXECUTION

3.01 EXAMINATION

A. Prior to commencement of selective demolition work, examine areas in which work will be performed. Verify that existing areas to be demolished are unoccupied and discontinued in use.

B. Photograph existing conditions of structures, surfaces, equipment or surrounding properties which could be misconstrued as damaged, resulting from selective demolition work; submit photographs and report of existing damage to the Engineer prior to starting work. All material deployed shall conform to USACE permit SAJ-2007-01580. Contractor shall be responsible for and bear all cost for preparing and submitting required notices, reports, surveys, and as-built drawings as required by the permit.

3.02 PROJECT CONDITIONS

A. Owner or Owner’s tenants will be continuously occupying areas adjacent to areas of selective demolition. Conduct selective demolition work in a manner that will minimize need for disruption of Owner's and Tenant’s normal operations.

B. Provide minimum of 72-hour notice to Owner and Engineer of demolition activities which will impact Owner's and Tenant’s normal operations.

C. Owner and Canaveral Port Authority assumes no responsibility for actual condition of items or structures to be demolished.

D. Conditions existing at time of commencement of contract will be maintained by Owner insofar as practical. However, variations within structure may occur prior to start of selective demolition work.

E. Explosives: Use of explosives is prohibited.

3.03 PREPARATION

A. Provide interior and exterior shoring, bracing, or support to prevent movement, settlement or collapse of structures to be demolished and adjacent facilities to remain.

B. Protections: Provide temporary barricades and other forms of protection as required to protect Owner's and Tenant’s personnel from injury due to demolition work.

25CPA002 02 41 00-4 BID SET

C. Maintain existing utilities indicated to remain, keep in service, and protect against damage during construction operations.

D. Do not begin demolition or deconstruction until authorization is received from the Owner. The work of this section is to be performed in a manner that maximizes salvage and recycling of materials.

3.04 REMOVAL OF EXISTING FACILITIES

A. General: This section applies to demolition equipment (vibratory sheet pile extractors, saw cutters and jackhammers) for complete removal of existing concrete pier, steel and concrete sheet piling, concrete cap, steel tie-back anchors, concrete deadman blocks and onsite utilities. The existing tie-back bulkhead wall and some buried utilities shall be removed as indicated on the Contract Drawings, without damage to existing adjacent structures to remain.

B. Demolition: Perform selective demolition work in a systematic manner. Use such methods as required to complete work in accordance with demolition schedule and governing regulations.

1. Demolish existing tie back bulkhead wall by cutting steel sheet piling and cutting concrete cap into small sections using power driven saws and/or expansive grout. Do not use power driven impact tools.

2. Demolish existing concrete pier structure by cutting deck and pile caps into small sections using power driven saws and/or expansive grout. Do not use power driven impact tools

3. Pull/Extract steel sheet piling or abandon lower sections in place as indicated on the drawings. Pull/extract concrete piling completely.

Jetting is not permitted as part of this operation unless it is performed inside a casing that encapsulates the jet and pile.

4. Remove existing steel tie-backs, concrete deadman anchors and buried utilities, after proper excavation in accordance with the contractor’s excavation support and protection plan. Dispose all components offsite.

5. Transport demolished concrete and debris offsite. Coordinate any required temporary onsite stockpile locations with the Owner

6. Provide services for effective air and water pollution controls as required by the Owner and Specification Section 01 35 43.

7. Do not allow debris to fall in the water. Use commercial certified divers to ensure that all debris is removed from the bottom.

C. Conduct selective demolition operations and debris removal in a manner that ensures minimum interference with roads, streets, walks, and other adjacent occupied or used facilities.

25CPA002 02 41 00-5 BID SET

D. Do not close, block or otherwise obstruct streets, walks, pier, pier apron, or other occupied or used facilities without written permission from authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations.

E. Use water sprinkling, temporary enclosures, and other suitable methods to limit dust and dirt rising and scattering in air to lowest practical levels.

Comply with governing regulations pertaining to environmental protection.

F. If unanticipated mechanical, electrical or structural elements which conflict with intended function or design are encountered, investigate and measure both nature and extent of the conflict.

1. Submit report to Engineer in writing; provide accurate details.

2. Pending receipt of clarification from Engineer, rearrange selective demolition schedule as necessary to continue overall job progress without delay.

G. Remove daily from site debris, rubbish, concrete and other materials resulting from demolition operations. Transport and legally dispose materials off site (outside Port Canaveral Property). Cost of disposal shall be borne by Contractor.

H. If hazardous materials are encountered during demolition operations, notify the Engineer immediately and comply with applicable regulations, laws, and ordinances concerning removal, handling and protection against exposure or environmental pollution.

I. Burning of removed materials is not permitted.

J. The use of explosives is prohibited.

K. Any damage to the existing bulkhead wall sections and onsite facilities to remain shall be repaired by the Contractor to the satisfaction of the Engineer. Repair costs shall be borne by the Contractor.

3.05 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Remove from the site debris, rubbish, broken concrete and stone rubble, and other materials resulting from demolition operations on a daily basis, and transport and dispose off-site (outside Port Canaveral property) in accordance with local ordinances. Cost of disposal shall be borne by the Contractor.

25CPA002 02 41 00-6 BID SET

3.06 SALVAGED AND RELOCATED MATERIALS

A. Items indicated to be removed but of salvable value to the Owner shall be removed from the project as work progresses. Transport salvaged items to a location on Port Canaveral property designated by the Engineer and obtain receipt. Haul distance not to exceed ten (10) miles, round trip.

B. Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Recondition salvaged material and equipment designated for reuse or relocation before installation. Items to be relocated which are damaged by the Contractor shall be repaired or replaced with new undamaged items as approved by the Engineer.

C. All salvable items shall remain the property of the Owner. Salvable items include, but are not limited to, fenders, bollards, double bitts, metal walkways/catwalks, potable water piping, valves, check valves, pipe brackets, light poles, light fixtures, and rip-rap stone, and other items indicated on the drawings.

3.07 CLEANING AND REPAIR

A. Upon completion of demolition work, remove tools, equipment and demolished materials from site. Remove protections and leave interior areas broom clean.

B. Repair demolition performed in excess of that required. Return structures and surfaces to remain to condition existing prior to commencement of selective demolition work.

C. Repair adjacent construction or surfaces soiled or damaged by selective demolition work. Cost of repairs shall be borne by the Contractor.

END OF SECTION

25CPA002 03 10 00-1 BID SET

SECTION 03 10 00

CONCRETE FORMWORK

PART 1 – GENERAL

A. All requirements to furnish and install formwork for concrete, including all related accessories.

1.02 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute:

a. ACI 301: Specifications for Structural Concrete (latest edition).

b. ACI 318: Building Code Requirements for Structural Concrete (latest edition).

c. ACI 347: Guide to Formwork for Concrete (latest edition).

d. ACI Special Publication No. 4: Formwork for Concrete

(latest edition).

e. ACI 117: Specification for tolerances for Concrete

Construction and Materials (latest edition).

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

a. ASTM E1745: Standard Specification for Water Vapor

Retarders Used on Contact with Soil or Granular Fill Under Concrete Slabs.

b. ASTM E1643: Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs.

c. ASTM F1667: Standard Specification for Driven Fasteners:

Nails, Spikes, and Staples.

d. ASTM D1751: Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction.

3. American Society for Mechanical Engineers (ASME):

a. ASME B18.2.1: Square, Hex, heavy Hex, and Askew Head Bolts and Hex, Heavy Hex, Hex Flange, Lobed Head, and Lag Screws (inch series).

25CPA002 03 10 00-2 BID SET

1.03 DEFINITIONS

A. Formwork: Formwork is defined as the complete system for support of fresh concrete during concrete construction and includes the mold or sheathing, supporting members, hardware and bracing/shoring.

1.04 SUBMITTALS

A. Product Data (submitted for information only):

1. For all components including material specifications and grades of mold/sheathing, supporting members, accessories, joint systems, and others.

B. Shop Drawings (submitted for information only):

1. Show form construction including jointing, special form joints and reveals, location and pattern of form tie placement, and other items which affect appearance of exposed concrete visually. Drawings shall be signed and sealed by qualified Florida registered engineer in accordance with starndards of engineering practice in the state of Florida.

1.05 QUALITY ASSURANCE

A. Formwork system shall be designed by qualified engineers in accordance with the requirements specified in ACI 347. Criteria for form removal, including schedule and sequences, shall be established by qualified engineer retained by Contractor. Also refer to minimum requirements of this section. Design system to meet tolerances in ACI 117.

B. Design and construction of formwork and bracing/shoring is the sole responsibility of the Contractor. Retain services from qualified engineers to assist in designing these systems in accordance with published industry standards.

PART 2 PRODUCTS

2.01 FORM MATERIALS

A. Structural Concrete Forms:

1. New or properly reconditioned material designed to conform to requirements of ACI Special Publication No. 4, ACI 347 and this section, and to adequately support wet concrete.

2. Acceptable Formwork materials:

a. Wood: sawn lumber, plywood.

b. Steel: apply protective coatings to prevent rust formation.

c. Aluminum: in grades that are non-reactive with concrete.

25CPA002 03 10 00-3 BID SET

2.02 RELATED MATERIALS

A. Water Vapor Retarder: Flexible, preformed sheet membrane with materials in accordance with ASTM E 1745, Class C requirements. Maximum permeance in accordance with test method ASTM E-96, 0.3 perms.

Thickness not less than 10 mils. Products subject to compliance with requirements include but are not limited to the following:

1. Griffolyn T-85 by Reef Industries, Inc.

2. Dura-Skrim 12 WB by Raven Industries.

3. Stego Wrap Class C by Stego Industries.

B. Form Coatings: Liquid water based, colorless commercial formulations including form release and sealing compounds. Coatings shall not bond with, stain, adversely affect or impair concrete surfaces, and subsequent concrete surface treatment.

C. Form Ties: Adjustable length, snapoff metal form ties, with integral waterstop at mid length, designed to prevent form deflection, water seepage and concrete spalling upon removal. Ties to include removable plastic cones with 1-1/2 in. break back, 1-1/4 in. maximum hole diameter.

D. Bevels and Rustications: Wood strips milled to shapes indicated or formed rigid plastic strips.

E. Dovetail Anchor Slots: 24 ga. galvanized steel with release tape sealed slots and bent tab anchors.

F. Manufactured Joints: 24 ga. galvanized steel keyway form type with knockout holes spaced 6 in. on center to receive doweling.

G. Corrugated Cardboard Forms: Corrugated paper void boxes capable of supporting min. load of 600 lbs./sq.ft.

H. Joint Fillers: Premolded mastic strips, asphalt impregnated, ASTM D1751.

I. Fasteners and Anchorages: Nails, spikes, bolts, lag bolts and other types sized as required to maintain formwork in place. ASTM F1667 for nails and spikes; ASTM A307 for bolts; ANSI/ASME B18.2.1 for lag screws;

ANSI/ASME B18.6.1 for screws.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify lines, levels, and measurements required before proceeding with formwork.

25CPA002 03 10 00-4 BID SET

B. Coordinate the installation of joint materials, reinforcing steel, and vapor retarders with placement of forms.

3.02 INSTALLATION TOLERANCES

A. Allowable tolerances for camber in slabs and beams shall comply with ACI 301 and ACI 347 (Class C).

3.03 ERECTION

A. Design, erect, support, brace, and maintain formwork based on vertical and lateral, static, and dynamic loads that might be applied. Contractor is fully responsible for stability of all components during construction. All surfaces shall be formed. Concrete shall not be cast against the soil unless specifically noted and approved by the Engineer.

B. Construction:

1. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position.

2. Build formwork to be readily removable without impact, shock, or damage to cast-in-place concrete surfaces and adjacent materials.

3. Provide openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in work.

4. Solidly butt joints and provide back-up at joints to prevent leakage of cement paste.

5. Kerf wood inserts for forming keyways, reglets, recesses, and the like, to prevent swelling and for easy removal.

6. Provide temporary openings at bottoms of forms to facilitate cleanout and inspection. Close openings with tight fitting panels and neat joints so that joints will not be apparent in exposed concrete surfaces.

7. Locate form joints as approved on Shop Drawings. Construct form face facing along unexposed surfaces prior to erecting forms in order to provide access for joint treatment and adjustment.

8. Chamfer exposed corners and edges as indicated on the drawings.

If not indicated, provide 3/4 in. x 3/4 in. chamfered corners along all exposed edges.

9. Install blockouts inside formwork to accommodate work of other trades. Determine size and location of openings, recesses, and chases from trades providing such items. Accurately place and securely support items built into forms.

10. Thoroughly clean forms and adjacent surfaces to receive concrete.

Remove chips, wood, sawdust, dirt, or other debris just before concrete is placed. Retighten forms and bracing after concrete placement to eliminate leaks and maintain proper alignment.

25CPA002 03 10 00-5 BID SET

C. Construction Joints:

1. Locate and install formed construction joints at rustications or, if not indicated, locate so as not to impair strength and appearance of the structure, and as approved by the Owner’s Representative/Engineer.

Maximum joint spacing shall be 60 ft on center, unless noted otherwise.

2. Provide keyways at least 1-1/2 in. deep in construction joints in walls, slabs, and between walls and footings.

3. Place construction joints perpendicular to main reinforcement.

Continue reinforcement across construction joints, unless otherwise indicated.

4. Form Joint Treatment: Gasket, plug, tape, and caulk joints and voids in concrete forms to eliminate leakage.

D. Form Coatings: Apply after forms are erected and joints are sealed but prior to placing reinforcing steel, anchoring devices, and embedded items.

Follow the coating manufacturer’s instructions.

1. Seal surfaces of wood rustications to prevent moisture absorption from concrete mix.

2. Spray apply release agent to formwork faces in accordance with manufacturer’s instructions except where concrete surfaces are scheduled to receive special finishes or applied coatings.

3. Coat steel forms to protect against rusting. Rust-stained steel formwork is not acceptable.

E. Vapor Retarder: Place, protect, and repair vapor-retarder sheets according to ASTM E 1643 and manufacturer's written instructions.

3.04 RE-USE OF FORMS

A. Forms to be re-used shall be cleaned of all residue, repaired and patched as required in order to return forms to acceptable condition.

B. Recoat form contact surfaces with a coating compound as required.

3.05 SHORES AND SUPPORTS

A. Comply with ACI 347. Install shoring supports in accordance with formwork shop drawings.

B. Space shoring in such a manner that no floor or member will be excessively loaded or will induce stress in concrete members. Extend shores beyond minimums to ensure proper distribution of loads throughout structure.

25CPA002 03 10 00-6 BID SET

3.06 REMOVAL OF FORMS AND SHORING

A. Remove formwork and shoring progressively and in accordance with ACI

301 and ACI 347 so that no unbalanced loads are imposed on the structure.

B. Do not remove shoring and formwork until members have acquired sufficient strength for support of self-weight plus imposed loads, and the concrete has attained 75 percent of the specified 28 day compressive strength. Concrete strength evaluation for form removal must be performed on field cured samples. Re-shore structural members as soon as possible after original shores are removed.

C. Formwork not directly supporting weight of concrete, may be removed 24 hours after placing concrete, provided concrete has adequately set and hardened, to not be damaged by form removal operations, and provided curing and protection operations are maintained.

D. Formwork removal at earlier times than specified must be based on laboratory testing of field cured concrete samples. It is the Contractor’s option to coordinate and pay for testing of four (4) additional concrete test cylinders in order to verify the rate of compressive strength gain over time.

Formwork shall be removed after the Engineer approves the additional concrete test results.

E. Patch/seal holes at tie locations as soon as practical after Formwork removal with dry-pack grout.

CRUISE TERMINAL 5 IMPROVEMENTS

25CPA002 03 15 16.1-1 BID SET

SECTION 03 15 16.1

CONCRETE MOVEMENT JOINTS

A. All requirements to furnish and install concrete movement joints using elastomeric concrete and steel joint armor for existing and new cast-in-place concrete.

A. American Concrete Institute (ACI):

1. ACI 301: Specifications for Structural Concrete (latest edition).

2. ACI 318: Building Code Requirements for Structural Concrete

(latest edition).

3. ACI 117: Specifications for Tolerances for Concrete Construction and Materials (latest edition).

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

1. ASTM D695: Test Method for Compressive Properties of Rigid

Plastics.

2. ASTM C882: Test Method for Bond Strength of Epoxy-Resin

Systems Used With Concrete By Slant Shear.

3. ASTM C501: Test Method for Relative Resistance to Wear of

Unglazed Ceramic Tile by the Taber Abraser.

4. ASTM D2240: Test Method for Rubber Property – Durometer

Hardness.

5. ASTM D638: Test Method for Tensile Properties of Plastics.

6. ASTM A36: Specification for Carbon Structural Steel.

C. American Institute of Steel Construction (AISC): Steel Construction Manual, latest edition.

A. Engineer and Owner: Canaveral Port Authority.

B. Steel Joint Armor: Steel assembly that will allow movement between adjacent structural concrete structures along the longitudinal axis of the assembly and movement along the transverse axis of the assembly.

25CPA002 03 15 16.1-2 BID SET

A. Shop Drawings: Prepare showing required blockout for elastomeric concrete and steel joint armor components and assembly. Show all required dimensions, fabrication and construction details, and sequence of installation. Do not scale dimensions from drawings to determine size of blockout and joint armor componets and assembly.

B. Material Certificates: Furnish manufacturer’s certificates that the materials proposed have been pre-tested and will meet the requirements as set forth in this specification.

C. Welding Information: Submit the following in accordance with AWS D1.4 requirements:

1. Welding Procedure Specification (WPS) for welding new ASTM A36 steel components for the joint armor assembly.

2. Procedure Qualification Test Record (PQR) used as basis for WPS.

3. Welder Certificates in full compliance with AWS D1.4 requirements.

4. Company and Certified Welding Inspector name, credentials showing valid and current qualifications based on AWS D1.4

D. Product Information: Submit complete data showing compliance with these specifications.

A. Elastomeric concrete placement shall not proceed until after blockout and steel joint armor placement has been inspected and approved by Engineer.

B. Do not cut or weld joint armor in the field unless authorized to do so by

Engineer.

C. Product level of quality: Emcrete II by Watson Bowman Acme.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Steel Joint Armor: ASTM A36 or higher yield strength.

B. Elastomeric Concrete: Comprised of a two component polyurethane resin mixed with sand and aggregates with the following minimum physical properties:

25CPA002 03 15 16.1-3 BID SET

Physical Property ASTM Test Requirement Compressive Strength D695 Min. 2200 psi Bond Strength (Note 1) C882 Min. 1000 psi Abrasive Index C501 Max. 2% Resilience D695 Min. 99% Durometer Hardness D2240 Min. 65 Percent Elongation D638 Min. 50%

Note 1: Bond strength to concrete by Slant Shear.

2.02 ARMOR FABRICATION

A. Fabricate steel joint armor in accordance with AISC Steel Construction Manual.

B. Hot dip galvanize steel joint armor per ASTM _____.

3.01 BLOCKOUT

A. At new cast-in-place concrete topping deck, form blockout to the dimensions shown on the drawings. New concrete shall be fully cured before installing elastomeric concrete.

B. At existing concrete topping deck, saw cut and remove concrete to the dimensions shown on the drawings. Removal of concrete and reinforcement shall be in accordance with the demolition specifications and notes on the drawings.

C. Roughen the bottom surfaces in accordance with the elastomeric concrete manufacturer’s printed instructions.

D. Clean all bonding surfaces using wire brush or other means approved by the manufacturer. Insure that all bonding surfaces are thoroughly dry, free of dirt, dust, oils, or other residue.

3.02 ELASTOMERIC CONCRETE

A. Provide means to securely hold steel joint armor in position during elastomeric concrete placement operations.

25CPA002 03 15 16.1-4 BID SET

B. Prime bonding surfaces with Sikadur -32 Hi-Mod primer or other primer as provided by the elastomeric concrete manufacturer.

C. Note that existing and new concrete topping decks are sloped for drainage and that the elastomeric concrete is self-leveling. Contact the elastomeric concrete manufacturer to determine if the slopes warrant the addition of an non-flow additive.

D. Mix elastomeric concrete in accordance with the manufacturer’s printed instructions. Note that, depending on the ambient temperature, the working time of elastomeric concrete may be as little as 10 minutes.

E. Pour elastomeric concrete into the blockouts where it will cure exothermically. Trowel exposed surfaces to ensure a consistent surface.

F. Cure method and cure time shall be in accordance with the manufacturer’s printed instructions.

G. Periodically inspect the applied material and repair localized areas in accordance with the elastomeric concrete manufacturer’s instructions.

25CPA002 03 20 00-1 BID SET

SECTION 03 20 00

CONCRETE REINFORCEMENT

A. All requirements to furnish and install mild steel reinforcement for cast-in-place concrete. Refer to specification sections 03 41 33 and 31 62 13 for pre-stressed reinforcement requirements.

A. American Concrete Institute (ACI):

1. ACI 301: Specifications for Structural Concrete (latest edition).

2. ACI 315: Details and Detailing of Concrete Reinforcement (latest edition).

3. ACI 318: Building Code Requirements for Structural Concrete

(latest edition).

4. ACI 117: Specifications for Tolerances for Concrete Construction and Materials (latest edition).

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

1. ASTM A615: Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement including Supplement S1.

2. ASTM A82: Standard Specification for Steel Wire, Plain, for

Concrete Reinforcement.

3. ASTM A185: Standard Specification for Steel Welded Wire

Reinforcement, Plain, for Concrete.

4. ASTM A497: Standard Specification for Steel Welded Wire

Reinforcement, Deformed, for Concrete.

C. Concrete Reinforcing Steel Institute (CRSI):

1. CRSI-Manual of Standard Practice.

D. American Welding Society (AWS):

1. AWS D1.4-Structural Welding Code – Reinforcing Steel.

A. Splices: adjoining of reinforcing bars with the purpose of making them continuous and to transfer axial loads along their longitudinal axis. All splices shall be full contact along the entire length of the splice.

25CPA002 03 20 00-2 BID SET

A. Shop Drawings: Prepare in accordance with ACI 315, showing bar schedules, stirrup spacing, diagrams of bent bars, splicing and lap dimensions, wire fabric, supports, arrangement of reinforcement, and concrete cover. Include special reinforcement required around openings through concrete. Do not scale dimensions from drawings to determine lengths of reinforcement.

B. Material Certificates:

1. Mill test certificates identifying physical and chemical analysis and properties of each load of reinforcing steel delivered and showing compliance with specified requirements.

C. Welding Information: Submit the following in accordance with AWS D1.4 requirements:

1. Welding Procedure Specification (WPS) for welding new ASTM

A615, grade 60 deformed rebar). WPS shall be based on material testing of existing rebar samples.

2. Procedure Qualification Test Record (PQR) used as basis for WPS.

3. Welder Certificates in full compliance with AWS D1.4 requirements.

4. Company and Certified Welding Inspector name, credentials showing valid and current qualifications based on AWS D1.4

6. Signed and sealed verification load test results indicating compliance with requirements in section 2.04 E.

D. Product Information: Submit the following for each specified manufactured product indicating compliance with project requirements

1. Mill test certificates identifying physical and chemical analysis and properties of each load of steel used to manufacture components.

2. Signed and sealed load test results indicating compliance of all products with project requirements. The test results shall be executed under the design authority of qualified engineers registered in the state of Florida.

A. Field Inspections: Concrete placement shall not proceed until after reinforcement placement has been inspected by the Engineer.

25CPA002 03 20 00-3 BID SET

B. Tolerances: Place reinforcement as indicated on the approved project shop drawings. Maintain allowed tolerances in ACI 117.

C. Miscellaneous: Do not cut reinforcement in the field unless authorized to do so by Engineer.

2.01 REINFORCING MATERIALS

A. Reinforcing Bars: Deformed in accordance with ASTM A615, Grade 60, including supplementary requirement S1 with the bars marked S. Uncoated.

B. Steel Wire: ASTM A 82, plain, cold-drawn steel.

C. Plain Welded Wire Reinforcement: ASTM A185; welded.

D. Deformed Welded Steel Wire Reinforcement: ASTM A 497.

A. Supports for Reinforcement: ACI Class B or C bolsters, chairs and spacers.

1. Wire bar type, plastic coated, epoxy coated or stainless steel.

2. For slabs-on-grade, use supports with sand plates or horizontal runners where base material will not support chair legs. Alternately, concrete cubs of appropriate height may be used if fabricated from the same mix design as the slab-on-grade.

B. Tie Wire: 16 gage. annealed; black steel wire for uncoated reinforcement.

2.03 FABRICATION

A. Fabricate reinforcement in accordance with ACI 315.

B. Fabricate in lengths so that reinforcement splices not indicated on drawings will occur at points of minimum stress and so that no more than 50 percent of reinforcement is spliced at a location, unless shown otherwise.

C. Lap splices for dowels shall be as indicated herein in conformance with

ACI 318, Class B tension splices.

B. Shop fabricate bent and cut bars around openings and sleeves.

E. Hooks and bends shall conform to ACI 315 unless shown otherwise on the drawings.

25CPA002 03 20 00-4 BID SET

2.04 REINFORCEMENT SPLICES

A. Splice reinforcement as indicated below in conformance with an ACI Class B tension splice. No reduction shall be permitted unless approved by the engineer.

B. Class B Splices for Mild, Deformed Reinforcement, "Other" than Top Bars shall be calculated as the product of the multiplier shown below times the nominal bar diameter.

BAR SIZE 3000PSI 4000 PSI 5000PSI 6000 PSI

#3 to #6 58 50 44 40 #7 to #11 72 62 56 50

C. Class B Splices for Mild, Deformed Top Reinforcement shall be calculated as the product of the multiplier shown below times the nominal bar diameter.

BAR SIZE 3000PSI 4000 PSI 5000PSI 6000 PSI

#3 to #6 74 64 58 52 #7 to #11 92 80 72 66

D. Mechanical connectors shall be rated to support 125 percent of the minimum tensile yield strength of the reinforcement bar. Approved products:

1. Splices: BAR LOCK® Coupler System by DAYTON SUPERIOR.

2. Bar anchorage at termination for future extension: nVent LENTON®

Formsaver couplers.

E. Welded connections are allowed only where indicated and shall be based on AWS D1.4 compliant Welding Procedure Specification and shall be rated to support 125 percent of the minimum tensile yield strength of the reinforcement bars. Verification load tests shall be performed by third party retained by the contractor.

3.01 PLACING REINFORCEMENT

A. Comply with CRSI Manual of Standard Practice, ACI 315, and ACI 318 for details and methods of reinforcement placement and supports, and as herein specified.

B. Minimum concrete cover over reinforcement shall be 4 inches for all structures, unless noted otherwise.

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C. Clean reinforcement of loose rust and mill scale, earth, and other materials which reduce or diminish bond with concrete.

D. Place and support reinforcing by stainless steel, plastic coated or epoxy-coated metal chairs, runners, bolsters, spacers, and hangers, as required.

E. Arrange, space, and securely wire tie bars and bar supports to hold rein-forcement in position during concrete placement operations. Do not exceed the placing tolerances specified in ACI 117.

F. The minimum clear distance between parallel bars in a layer shall be one and one half times the nominal diameter of the bar, but not less than one inch.

G. Where conduit, piping, inserts, and other penetrations or sleeves interfere with the placing of reinforcing steel, notify the Engineer and obtain directions for relocating reinforcement prior to placing concrete.

H. Do not field bend or field cut reinforcing bars around openings or sleeves, unless indicated to do so.

I. Install mechanical couplers and bar terminators per the manufacturer’s written instructions. Ends that are to remain open for future extension of the bars shall be filled with grease and sealed with plastic plugs prior to placing concrete.

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SECTION 03 30 00

CAST-IN-PLACE CONCRETE

A. All requirements for furnishing, producing, placing and finishing reinforced concrete components and systems.

1.02 REFERENCES (latest edition)

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

1. ASTM C31: Making and Curing Concrete Test Specimens in the field.

2. ASTM C33: Concrete Aggregates.

3. ASTM C39: Compressive Strength of Molded Concrete Cylinder.

4. ASTM C94: Ready-Mixed Concrete.

5. ASTM C109: Compressive Strength of Hydraulic Cement Mortars.

6. ASTM C143: Slump of Portland Cement Concrete.

7. ASTM C150: Portland Cement.

8. ASTM C171: Sheet Materials for Curing Concrete.

9. ASTM C172: Sampling Fresh Concrete.

10. ASTM C231: Air Content of Freshly Mixed Concrete by the Pressure

Method.

11. ASTM C260: Air Entraining Admixtures for Concrete.

12. ASTM C289: Potential Reactivity of Aggregates (Chemical Method).

13. ASTM C309: Liquid Membrane-Forming Compounds for Curing

Concrete.

14. ASTM C311: Sampling and Testing Fly Ash for Use as an Admixture in Portland Cement Concrete.

15. ASTM C494: Chemical Admixtures for Concrete.

16. ASTM C666: Resistance of Concrete to Rapid Freezing and

Thawing.

17. ASTM C881: Epoxy-Resin-Base Bonding Systems for Concrete.

18. ASTM C989: Ground Granulated Blast-Furnace Slag for Use in

Concrete and Mortars.

19. ASTM C1077: Practice for Laboratories Testing Concrete and

Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation.

20. ASTM D1190: Concrete Joint Sealer; Hot Poured Elastic Type.

21. ASTM D1751: Preformed Expansion Joint Fillers for Concrete

Paving and Structural Concrete.

22. ASTM E329: Inspection and Testing Agencies for Concrete, Steel

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and Bituminous Materials Used in Construction.

B. American Concrete Institute (ACI):

1. ACI 117: Specifications for Tolerances for Concrete Construction and Materials.

2. ACI 211.1: Selecting Proportions for Normal Weight Concrete.

3. ACI 214: Evaluation of Compression Test Results of Field Concrete.

4. ACI 233R: Ground Granulated Blast-Furnace Slag as Cementitious

Constituent in Concrete.

5. ACI 301: Specifications for Structural Concrete for Buildings.

6. ACI 304R: Measuring, Mixing, Transporting and Placing Concrete.

7. ACI 304.2R: Placing Concrete by Pumping Methods.

8. ACI 305R: Hot Weather Concreting.

9. ACI 306.1: Cold Weather Concreting.

10. ACI 309R: Consolidation of Concrete.

11. ACI 318: Building Code Requirements for Structural Concrete.

C. Florida Department of Transportation (FDOT) Standard Specifications:

FDOT Standard Specifications for Road and Bridge Construction, 2017 including Supplements.

D. American Association of State Highway and Transportation Officials, (AASHTO): Standard Specifications for Highway Bridges", latest edition.

1.03 DEFINITIONS:

A. Engineer and Owner: Canaveral Port Authority.

B. Exposed to Public View: concrete component situated so that it can be seen from a public location after completion of the work.

1.04 SUBMITTALS: Submit a minimum of four copies of the following:

A. Product Data: Manufacturers data, application and installation recommendations for admixtures, patching compounds, curing compounds, and other products.

B. Mix Designs: Submit for review mix design for all proposed concrete mixes, including flowable fill if applicable. Indicate on the submittal the proposed placement location for each mix. Include/consider the following:

1. Laboratory trial mix designs based on Method 1 of ACI 301.

2. Field experience mix designs based on Method 2 of ACI 301 and 30 consecutive test results of past performance.

3. Historical statistical data used for basis of each mix design, including time dependent compressive strength records.

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4. Include specific admixture names and recommended proportions for each mix design.

C. Certificates:

1. Material certificates, signed by Manufacturer and Contractor, certifying that each material complies with specified requirements.

Include test results of aggregate reactivity per ASTM C289.

2. Qualification certificates, signed by the listed agencies, certifying that the Plant, Testing Agency and Technicians meet the specified qualifi-cation requirements.

3. Test certificates documenting compliance with concrete materials chloride content and aggregate alkali-silica reactivity requirements.

D. Placement Log: To be submitted at the end of the project. Prepare and maintain a log of cast-in-place concrete containing the following information:

1. Date of pour.

2. Location and extent of pour.

3. Quantity of concrete.

4. Air temperature.

5. Tests and samples taken.

6. Curing method used.

7. Date of form removal.

A. Ready Mix Concrete Plant Qualification: Currently certified to comply with approval requirements of one or more of the following:

1. Concrete Materials Engineering Council.

2. Florida Department of Transportation.

3. Check List for Plant Certification of the National Ready Mixed

Concrete Association.

4. Prestressed Concrete Institute.

B. Testing and Inspection Agency Qualification: Currently accredited by one or more of the following:

1. Concrete Materials Engineering Council.

2. National Voluntary Laboratory Accreditation Program (NVLAP) -

Construction Materials.

3. Other accreditation authority of equal standing to the above, on the basis of its compliance with the requirements of ASTM C1077 (concrete testing) and ASTM E329 (steel reinforcement testing).

C. Testing and Inspection Technician Qualification: ACI certified “Concrete

Field Testing Technician Grade I” or person with equivalent qualifications.

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D. Admixture Manufacturer Assistance and Preconstruction Conference: The supplier of the slag cement and concrete admixtures shall provide a qualified technical representative(s) who will be available to assist the Contractor and Engineer throughout construction. The qualifications of the technical representative(s) shall be submitted to the Engineer for review and approval prior to construction. The representative(s) will review the Contractor's design mix, inspect the trial batches, inspect the Contractor's first concrete production casting and provide any other technical assistance requested by the Contractor or Engineer.

E. Preconstruction Conference: Preconstruction Conference will be held at the Concrete Supplier's Yard to be attended by the Contractor and his concrete supplier, Prestress Concrete Manufacturer, Manufacturer's Technical Representative(s), and the Engineer. The Contractor and the Concrete Supplier(s) shall present their proposed methods for the following items:

1. Materials, mixing, transporting, placing, finishing and curing;

2. Evaporation Prevention Procedures (Sub-article 3.04 B.) for protecting Concrete from plastic shrinkage cracking during placing and finishing;

3. Protecting fresh Concrete from rain or other adverse weather.

4. Cold weather and hot weather concrete plan outlining specific measures to be implemented.

5. Schedule for production of design mix, demonstration batches and production.

At the Preconstruction Conference, the Contractor shall submit to the Engineer for approval a detailed written Quality Control Plan to address each of the above items. This plan shall be reviewed in detail by the Manufacturer's Technical Representative(s), who shall recommend approval or disapproval to the Engineer.

F. Calcium Nitrite Admixture Testing. The manufacturer of Calcium Nitrite admixture shall furnish the Engineer laboratory test data from an FDOT approved laboratory indicating that the material furnished conforms to the required concentration. The calorimetric test method shall be used for this determination, with the same sampling methodology as cement.

G. Concrete Mixing. Refer to Section 3.02 for limitations on the addition of water to concrete mixes. Water is not allowed to be added at the plant or in the field in excess of the design water as specified in the approved mix designs.

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2.01 CONCRETE MATERIALS

A. Portland Cement: ASTM C150, Type II.

B. Aggregates:

1. Coarse: Gradation size shall be either 57, 67, 78, or 89 as per FDOT

Section 901, clean, washed, sound and crushed, from a single source. Other gradation sizes will not be permitted.

2. Fine: ASTM C33, clean, washed sand, sound and uncoated grains.

3. Aggregates shall be free of chlorides.

4. Aggregates shall be free of substances that are deleteriously reactive with the alkalies in the cement. Contractor is responsible for testing all aggregate sources in accordance with ASTM C289. Only aggregates classified as “innocuous” are acceptable.

C. Water: Clean, potable, not containing chloride ions.

D. Slag Cement: ASTM C989, Grade 100 or higher. Use one source of Ground

Granulated Blast-Furnace Slag throughout the project.

E. Fly Ash: ASTM C618, Class F. Use one source of Fly Ash throughout the project.

F. Silica Fume (Microsilica): ASTM C1240. Use one source of Silica Fume throughout the project. Approved source products:

1. MasteLife SF 100 – BASF.

2. Force 10,000 D – GCP Applied Technologies

G. Calcium Nitrite: Calcium Nitrite shall conform to these specifications and shall be furnished in a slurry mixed with potable water. Calcium nitrite may act as an accelerating admixture with regard to setting time for the concrete.

Use of retarding admixtures may be necessary to control concrete setting and to provide adequate time for placing and finishing. Alternatively, a neutral setting calcium nitrite may be used. In either case, the active ingredient shall be calcium nitrite (Ca(NO2)2). The calcium nitrite shall be furnished in potable water solution containing 30 + 1 percent calcium nitrite by weight (10.6 lbs. calcium nitrite per gallon + 0.1 lbs per gallon). Other concentrations may be furnished when approved by the Engineer.

Approved source products:

1. DCI-S –.GCP Applied Technologies

2. MasterLife CI 30 – BASF.

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H. Admixtures - Chloride Content:

1. Admixtures shall not contain more chloride ions than are present in local drinking water.

2. The maximum water soluble chloride ion concentration in hardened concrete (contributed from water, aggregates, cementitious materials and admixtures) shall not exceed 0.10 percent by weight of cement.

3. Admixtures shall not contain calcium chloride.

4. Submit certification stating that each specific admixture does not contain calcium chloride or chloride ions, and that they were not used in the manufacturing process.

I. Air-Entraining Admixture: ASTM C260. Approved source products:

1. Darex AEA – GCP Applied Technologies.

2. Master Air AE90 – BASF.

J. Water-Reducing Admixture: ASTM C494, Type A. Approved source products:

1. WRDA® 64 – GCP Applied Technologies.

2. Master Pozzolith 700 – BASF.

3. Plastocrete® 100 – Sika Corp.

K. Water-Reducing, High Range and Retarding Admixture: ASTM C494, Type G. Approved source products:

1. Rheobuild 716 – BASF.

2. Sikament 300 – Sika Corp.

3. Daracem-100 – GCP Applied Technologies.

L. High Range Water Reducing Admixture: ASTM C494, Type F. Approved source products:

1. ADVA 575 – GCP Applied Technologies.

2. Master Glenium 7500 – BASF.

M. Accelerating Admixture: ASTM C494, Type C. Approved source products:

1. Daraset 400 – GCP Applied Technologies.

2. MasterSet AC534 – BASF.

N. Retarding Admixture or Water Reducing and Retarding Admixture: ASTM

C494, Type B and D. Approved source products:

1. MasterSet R961 – BASF.

2. Recover – GCP Applied Technologies.

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A. Non-Shrink Grout: CRD-C621, non-metallic factory pre-mixed grout, minimum compressive strength of 2400 psi in 2 days and 7000 psi in 28 days. Source Products/Mfgs.:

1. Masterflow 713 – BASF

2. NS Grout – Euclid Chemical Co.

3. Five Star® Grout – Five Star Products, Inc.

B. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 9 oz. per sq. yd., complying with AASHTO M 182, Class 2.

C. Moisture-Retaining Cover: One of the following, complying with ASTM

C171.

1. Polyethylene film.

2. Polyethylene-coated burlap.

D. Monomolecular Evaporation Retarder Film: Monomolecular evaporation retarder film shall meet or exceed the requirements of this specification.

Dilution and application at the job site shall conform to the manufacturer’s instructions. The product shall be tested by an independent FDOT approved laboratory. Provide certification that the product meets or exceeds the requirements of this specification. Testing shall confirm the monomolecular film applied at the recommended rate reduces evaporation rate as follows: Not less than eighty percent when shaded and winds blowing at 10 MPH; not less than forty percent when exposed to sunlight without wind. Testing shall be for a duration of seven hours. Testing conditions shall be as follows: Temperature not less than 70° F; Humidity not greater than 25 percent.

1. Confilm – BASF.

2. Eucobar – Euclid Chemical Co.

E. Bonding Compound: Acrylic or Styrene Butadiene base. Source Products:

1. Acrylbond – Lambert Corp.

2. Sonocrete – Sonneborn-Rexnord.

3. Acrylic Bondcrete – The Burke Co.

4. Acryl 60 – Thoro Systems, Inc.

F. Epoxy Adhesive for steel dowel installation into hardened concrete. Source

Products (see drawings for specific product applications):

1. HIT RE500 V3 – Hilti Corporation.

2. ET-3G – Simpson Strong Tie Company.

3. AC 100+ GOLD Adhesive System – Powers

G. Repair Mortar: two component, polymer modified, cementitious mortar, designed to develop minimum compressive strength of 5,000 psi in 3 days, 6,500 psi in 28 days (ASTM C109), and bond strength of 2200 psi in

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28 days. Source Products:

1. SikaTop 122 Repair Mortar – Sika Corp.

2. Euco Verticoat – Euclid Chemical Co.

H. Sealing Materials: Material for sealing and filling joints and for sealing premolded joint filler material, shall be a component system, 100 percent solids compound, with a shore D harness of 35 to 50. Source Products:

1. Euco Epoxy #600 – Euclid Chemical Co.

2. Formula T-250/Permagile-Salmon Ltd.

I. Premolded Polyethylene Joint Material: ASTM D-1752 Type 1 Modified.

2.03 PROPORTIONING AND DESIGN OF MIXES

A. Provide design mixes for each type and strength of concrete listed in the following Table A. Develop design mixes by either laboratory trial batch or past field experience methods as specified in ACI 301.

Table A. Concrete Mix Types

Mix* Type

Min. 28-day…