Attachment 2 - Repair Marina Pier-Cristobal SPECS.pdf

PROJECT:

RESTORE MARINA PIER

TS CRISTOBAL

PROJECT NUMBER:

MAHG-21-1006

KEESLER AIR FORCE BASE

BILOXI, MISSISSIPPI

Eley Guild Hardy Architects Issued for Construction 1091 Tommy Munro Drive 4-30-2021 Biloxi, MS 39532 228.594.2323

MAHG 21-1006 KAFB, BILOXI, MS

RESTORE MARINA PIERS TS CRISTOBAL

PROJECT TABLE OF CONTENTS Page 1

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

00103 SUMMARY OF PROJECT WORK

DIVISION 02 - EXISTING CONDITIONS

02 41 19 SELECTIVE STRUCTURAL DEMOLITION

DIVISION 03 – CONCRETE

03 31 30 MARINA CONCRETE

03 92 50 REPAIR MORTARS

DIVISION 05 – MASONRY

NOT USED

DIVISION 05 – METALS

05 50 00 MISCELLANEOUS METAL FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 10 05 TIMBER FRAMING AND DECKING

06 73 13 FIBER REINFORCED POLYMER FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 00 THERMAL INSULATION

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 71 00.01 HARDWARE SETS

08 90 00 LOUVERS

08 95 43 FLOOD VENTS

DIVISION 09 - FINISHES

09 25 20 EIFS FINISH COATING

09 29 00 GYPSUM BOARD

09 30 00 TILING

09 96 00 PAINTING AND COATINGS

DIVISION 10 - SPECIALTIES

10 00 00 PVC PILE JACKETS

10 28 00 TOILET AND BATH ACCESSORIES

10 28 13 ELECTRIC HAND DRYERS

PROJECT TABLE OF CONTENTS Page 2

DIVISION 11 - EQUIPMENT

11 22 00 FUELING SYSTEMS

DIVISION 12 - FURNISHINGS

12 87 50 DOCK ACCESSORIES

DIVISION 21 - FIRE SUPPRESSION

21 12 00 STANDPIPE SYSTEMS

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 82 46.00 40 ELECTRIC UNIT HEATERS

DIVISION 26 - ELECTRICAL

26 27 29 MARINA ELECTRICAL WORK

DIVISION 27 - COMMUNICATIONS

Not Used

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

Not Used

DIVISION 31 – EARTHWORK

31 00 00 EARTHWORK

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 12 17 HOT BITUMINOUS PAVEMENTS

32 17 24 00 10 PAVEMENT MARKINGS

-- End of Project Table of Contents --

Section 02 41 19 Page 1

SECTION 02 41 19

SELECTIVE STRUCTURE DEMOLITION

PART 1 – GENERAL

1.1 SUMMARY

A. The extent of demolition work is shown on Drawings and specified herein.

1. Includes removal of existing window systems including associated sealants, blocking, flashings, brick, framing, and other non-window related materials located on the Drawings.

1.2 SUBMITTALS

A. Proposed Protection Measures: Submit informational report, including drawings, that indicates the measures proposed for protecting individuals and property, for environmental protection, for dust control and for noise control. Indicate proposed locations and construction of barriers and dumpster locations.

1.3 DELIVERY, STORAGE, AND HANDLING

A. Waste Management and Disposal: All materials shall be promptly disposed of off the site and not allowed to accumulate on the premises. Remove and transport debris in a manner as to prevent spillage on streets and adjacent areas. Local regulations regarding hauling and disposal apply.

1.4 PROJECT CONDITIONS

A. Protection of Existing Improvements: Provide protection necessary to prevent damage to the building and contents and to protect occupants of the building from hazardous conditions and unnecessary inconvenience.

B. Schedule the noisiest operations at times which will least interfere with occupants use of the facility. Coordinate with administrator in charge of the facility.

C. Storage or sale of removed items or materials on-site is not permitted.

PART 2 – PRODUCTS

Not Used

PART 3 – EXECUTION

Section 02 41 19 Page 2

3.1 PREPARATION

A. Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Comply with requirements for access and protection specified in

Division 1 Section "Temporary Facilities and Controls."

B. Temporary Protection: Erect temporary protection where required by authorities having jurisdiction, and as indicated. Comply with requirements in Division 1 Section "Temporary Facilities and Controls."

1. Protect buildings and adjacent facilities from damage due to demolition activities.

2. Protect existing site improvements, appurtenances, and landscaping to remain.

3. Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

4. Protect walls, windows, floors, and other adjacent exterior construction that are to remain and that are exposed to building demolition operations.

C. Remove temporary barriers and protections where hazards no longer exist.

D. Perform demolition work in a manner which will prevent danger to workmen, building occupants, and construction to remain.

3.2 CLEANING

A. Clean-up periodically during demolition operations and upon completion completely transport from site all removed materials, rubbish and debris, resulting from these operations. Thoroughly clean all existing construction defaced by these operations, unless otherwise specified.

END OF SECTION

Section 03 31 30 Page 1

SECTION 03 31 30

MARINE CONCRETE

02/19

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005; R 2017) Standard Specification for

Burlap Cloth Made from Jute or Kenaf and Cotton Mats

AASHTO R 80 (2017) Standard Practice for Determining the

Reactivity of Concrete Aggregates and Selecting Appropriate Measures for Preventing Deleterious Expansion in New Concrete Construction

AASHTO T 358 (2017) Standard Method of Test for Surface

Resistivity Indication of Concrete's Ability to Resist Chloride Ion Penetration

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 117 (2010; Errata 2011) Specifications for

Tolerances for Concrete Construction and Materials and Commentary

ACI 121R (2008) Guide for Concrete Construction

Quality Systems in Conformance with ISO 9001

ACI 201.2R (2016) Guide to Durable Concrete

ACI 211.1 (1991; R 2009) Standard Practice for

Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of

Concrete

ACI 301 (2016) Specifications for Structural Concrete

ACI 304.2R (2017) Guide to Placing Concrete by Pumping

Methods

ACI 304R (2000; R 2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

Section 03 31 30 Page 2

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 308.1 (2011) Specification for Curing Concrete

ACI 309R (2005) Guide for Consolidation of Concrete

ACI 311.4R (2005) Guide for Concrete Inspection

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

ACI 347R (2014; Errata 1 2017) Guide to Formwork for

ACI SP-2 (2007; Abstract: 10th Edition) ACI Manual of

Concrete Inspection

ACI SP-15 (2011) Field Reference Manual: Standard

Specifications for Structural Concrete ACI 301-05 with Selected ACI References

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing

Steel

APA - THE ENGINEERED WOOD ASSOCIATION (APA)

APA PS 1 (2009) Structural Plywood (with Typical APA

Trademarks)

ASTM INTERNATIONAL (ASTM)

ASTM C31/C31M (2019a) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2018) Standard Specification for Concrete

Aggregates

ASTM C39/C39M (2020) Standard Test Method for Compressive

Strength of Cylindrical Concrete Specimens

ASTM C94/C94M (2020) Standard Specification for Ready-Mixed

Concrete

ASTM C138/C138M (2017a) Standard Test Method for Density

(Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C143/C143M (2015) Standard Test Method for Slump of

Hydraulic-Cement Concrete

Section 03 31 30 Page 3

ASTM C150/C150M (2020) Standard Specification for Portland

Cement

ASTM C157/C157M (2017) Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and

ASTM C171 (2016) Standard Specification for Sheet

Materials for Curing Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling Freshly

Mixed Concrete

ASTM C173/C173M (2016) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

ASTM C192/C192M (2019) Standard Practice for Making and

Curing Concrete Test Specimens in the Laboratory

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM C294 (2012; R 2017) Standard Descriptive

Nomenclature for Constituents of Concrete Aggregates

ASTM C295/C295M (2019) Standard Guide for Petrographic

Examination of Aggregates for Concrete

ASTM C309 (2011) Standard Specification for Liquid

Membrane-Forming Compounds for Curing

ASTM C494/C494M (2019) Standard Specification for Chemical

Admixtures for Concrete

ASTM C496/C496M (2017) Standard Test Method for Splitting

Tensile Strength of Cylindrical Concrete Specimens

ASTM C595/C595M (2020) Standard Specification for Blended

Hydraulic Cements

ASTM C618 (2019) Standard Specification for Coal Fly

Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C666/C666M (2015) Resistance of Concrete to Rapid

Freezing and Thawing

Section 03 31 30 Page 4

ASTM C805/C805M (2018) Standard Test Method for Rebound Number of Hardened Concrete

ASTM C1017/C1017M (2013; E 2015) Standard Specification for

Chemical Admixtures for Use in Producing Flowing Concrete

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2017) Standard Practice for Agencies Testing

Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2020) Standard Specification for Packaged

Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1152/C1152M (2004; E 2012; R 2012) Standard Test Method for Acid-Soluble Chloride in Mortar and

ASTM C1157/C1157M (2020) Standard Performance Specification for

Hydraulic Cement

ASTM C1202 (2019) Standard Test Method for Electrical

Indication of Concrete's Ability to Resist Chloride Ion Penetration

ASTM C1231/C1231M (2015) Standard Practice for Use of Unbonded

Caps in Determination of Compressive Strength of Hardened Concrete Cylinders

ASTM C1260 (2014) Standard Test Method for Potential

Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1567 (2013) Standard Test Method for Potential

Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM D75/D75M (2019) Standard Practice for Sampling

ASTM D512 (2012) Chloride Ion in Water

ASTM D516 (2016) Standard Test Method for Sulfate Ion in Water

ASTM D1179 (2016) Standard Test Methods for Fluoride Ion in Water

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2018) Manual of Standard Practice

Section 03 31 30 Page 5

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 61 (1989A) Test Method for Determining the

Resistance of Freshly Mixed Concrete to Washing Out in Water

1.2 DEFINITIONS

a. "Atmospheric zone" is any portion of the waterfront structure above the splash zone.

b. "Buried zone" is any portion of the structure permanently buried in soil.

c. "Cementitious material" as used herein shall include portland cement and any pozzolanic material such as fly ash, natural pozzolans, ground granulated blast-furnace slag and silica fume.

d. "Concrete System" is the term describing a structural element comprised of concrete, reinforcing steel and concrete cover.

e. "Design strength" (f'c) is the specified compressive strength of concrete at time(s) specified by Contracting Officer to meet structural design criteria. Typical duration is 28 days; however, the Contracting Officer and Engineer of Record are encouraged to consider specifying strength at 56 or 90 days. For concrete mixtures containing 35 percent fly ash or more, the duration shall be a minimum of 56 days.

f. "Field test strength" (fcr) is the required compressive strength of concrete to meet structural and durability criteria. Determine (fcr) during mixture proportioning process.

g. "High-volume fly ash concrete" has a minimum of 35 percent Class F fly ash as a partial replacement to portland cement.

h. "Marine concrete" is all concrete that will be in contact with seawater or brackish water, tidal variations, splash, or spray from water in navigable waterways. Piles driven on land that extend below the water table that contains saltwater or brackish water shall be designed as marine concrete. Components of a marine structure that are permanently buried in soil shall be considered marine concrete. In addition, structures may need to be designed using these criteria even though they are not adjacent to the waterfront. For example, structures located several hundred yards from the waterfront often deteriorate prematurely due to salt spray and salt fog brought to the structure by prevailing winds. An assessment of existing structures near the construction site can be an excellent indicator for the Contracting Officer to decide if the proposed structure should follow the guidelines for marine concrete.

i. "Mass Concrete" is any concrete system that approaches a maximum temperature of 158 degrees F within the first 72 hours of placement.

In addition, it includes all concrete elements with a section thickness of 3 feet or more regardless of temperature.

j. "Mixture proportioning" is the process of designing concrete mixture proportions to enable it to meet the strength, durability and

Section 03 31 30 Page 6 constructability requirements and of the project while minimizing the initial and life-cycle cost.

k. "Mixture proportions" are the masses or volumes of individual ingredients used to make a unit measure (cubic yard or meter) of concrete.

l. "Pozzolan" is a siliceous or siliceous and aluminous material, which in itself possesses little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties.

m. "Process control sampling" is sampling and testing conducted by the

Contractor to monitor the quality of materials or processes. Process control sampling is intended to indicate the quality of materials at critical steps in production that allow intervention prior to using a material on the project.

n. "Quality Acceptance Limit" (QAL) is the limiting value of a test result that indicates acceptable material quality. Quality acceptance limits are based on design criteria that may be either upper-bound limits where smaller values indicate acceptable material, such as Doh; or lower-bound limits where larger values indicate acceptable material, such as compressive strength.

o. "Quality acceptance sampling" is sampling and testing conducted by the

Contractor, or an independent testing agency, to evaluate the quality of materials used on the project. Quality acceptance sampling is conducted at regular intervals identified as "lots" to represent the quality of that portion of the material used in the project.

p. "Required compressive strength" (f'c) is the mean compressive strength of concrete required to meet structural criteria. The required strength is the mean concrete strength for tests of properly batched concrete at the age specified herein.

q. "Service life" is the Contracting Officer's stated expectation for the number of years that the structure will function without needing major concrete rehabilitation. A service life of 75 years for pile supported piers, wharves and bridges is a reasonable objective. Service life is defined as the number of years before major restoration is necessary given minimal maintenance to the structure during its life. Major restoration is defined as extensive areas that require extensive repairs using a jack hammer or other destructive means to prepare the concrete for rehabilitation. Service life is further defined as the summation of the corrosion initiation period (Ti) and the corrosion propagation period (Tp) for a given concrete system.

r. "Service Life Modeling" in the context of this document refers to a methodology to predict the length of time in service at which a defined level of deterioration will occur. Service life modeling is not required in this specification.

s. "Splash zone" is the portion of the structure just above the tidal zone. This portion of the structure is predominantly dry, but is likely to intermittently wet by wave action and wind driven spray. For

Section 03 31 30 Page 7 the purposes of this specification, the splash zone is defined as follows:

(1) for locations protected by seawalls or otherwise sheltered from open-ocean waves, the 6 feet area just above the tidal zone;

(2) for unprotected locations, the 20 feet area just above the tidal zone.

t. "Submerged zone" is defined as the submerged portion of the structure.

For the purposes of this specification, any element or portion thereof that is located below Mean Lower Low Water (MLLW). In areas with minimal tides, it would be defined as that portion of the element below Mean Sea Level (MSL).

u. "Supplemental Corrosion Protection" includes (but is not limited to) fusion-bonded epoxy-coated steel reinforcing, galvanized steel reinforcing, stainless reinforcing, corrosion inhibitors, barrier coatings to the concrete surface, and cathodic protection.

v. "Supplementary cementing materials" (SCM) include coal fly ash, granulated blast-furnace slag, natural or calcined pozzolans, and ultra-fine coal ash when used in such proportions to replace the portland cement that result in considerable improvement to sustainability, durability and in some cases a reduction in initial cost.

w. "Test Section" is a slab or wall separate from the main structure and constructed prior to main construction as an all inclusive demonstration of methods and materials. The adequacy of the Test Section must be approved by the Contracting Officer prior to construction of the project.

x. "Tidal zone" is defined as the portion of the structure regularly wetted by wave action. For the purposes of this specification, any element or portion thereof that is located between Mean Lower Low Water (MLLW) and Mean Higher High Water (MHHW) is in the tidal zone. In areas with minimal tides, this would be defined as the area located between Mean Sea Level (MSL) and Mean High Water (MHW).

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Concrete Curing Plan

Concrete Qualification Program

Concrete Quality Control Program

Concrete Placement and Compaction

Section 03 31 30 Page 8

Concrete Pumping

Curing Concrete Elements

Form Removal Schedule

Laboratory Qualifications

Quality Control Personnel Qualifications

SD-02 Shop Drawings

Construction and Expansion Joints

Formwork

Reinforcing Steel; G

Reproductions of contract drawings are unacceptable.

SD-03 Product Data

Admixtures; G

Air Entraining; G

Aggregates; G

Corrosion Inhibitors; G

Materials for Curing Concrete

Mechanical Reinforcing Bar Connectors; G

Non-Shrink Grout

Reinforcing Bars; G

Reinforcement and Protective Coating; G

Reinforcement Supports

Sealer-Hardener

SD-05 Design Data

Mixture Designs

SD-06 Test Reports

Air Entraining

Admixtures

Section 03 31 30 Page 9

Cement

Concrete Mixture Proportions

Concrete Test Reports

Fresh Concrete Properties

Hardened Concrete Properties

Reinforcing Bars

Reinforcement and Protective Coating

Water

SD-07 Certificates

Admixtures

Cementitious Materials

Cementitious Material Mill Certificates

Field Testing Technician and Testing Agency

SD-11 Closeout Submittals

Aggregate Moisture Content

Aggregate Sampling

Concrete Test Reports

1.4 MODIFICATION OF REFERENCES

Accomplish work in accordance with ACI publications except as modified herein. Consider the advisory or recommended provisions to be mandatory, as though the word "shall" had been substituted for the words "should" or "could" or "may," wherever they appear. Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.5 DELIVERY, PLACING, STORAGE, AND HANDLING OF CONCRETE

Follow ACI 301, ACI 304R, and ASTM A934/A934M requirements and recommendations. Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground. Protect materials from contaminants such as grease, oil, and dirt. Ensure materials can be accurately identified after bundles are broken and tags removed.

1.6 CONCRETE QUALITY CONTROL

Section 03 31 30 Page 10

The objective of the concrete quality control program is for the Contractor to outline the procedures that will be used to construct a structure that will meet the project criteria. The Contractor shall develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R and as specified herein. The plan shall include approved laboratories. The Contractor shall provide direct oversight for the concrete qualification program inclusive of associated sampling and testing. If concrete cylinders tested during production indicate inadequate strength, excessive chloride ion penetration, or inadequate mixing, then the Contracting Officer may require the Contractor to extract concrete core samples from the hardened concrete for analysis at Contractor's expense to assure that the quality of the concrete as placed and cured will satisfy the project criteria.

Develop and submit for approval a concrete quality control program in accordance with the guidelines of ACI 121R. Maintain a copy of ACI SP-15 and CRSI 10MSP at the project site.

1.6.1 Quality Control Personnel

The contractor shall submit for approval an organizational chart defining the quality control hierarchy, the responsibilities of the various positions, including the names and qualifications of the individuals in those positions.

Submit American Concrete Institute certification for the following:

a. CQC personnel responsible for inspection of concrete operations.

b. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and Curing Crews.

c. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade I.

d. Laboratory Testing Technicians: ACI Concrete Strength Testing Technician and Laboratory Testing Technician, Grade I or II.

e. Petrographer: Bachelor of Science degree in geology or petrography, trained in petrographic examination of concrete aggregate according to ASTM C294 and ASTM C295/C295M and trained in identification of the specific deleterious processes and tests identified in this specification. Resume shall detail the education, training and experience related to the project-specific test methods and deleterious materials and shall be submitted at least 20 days before petrographic and deleterious materials examination is to commence.

f. Concrete Batch Plant Operator: National Ready Mix Concrete Association

(NRMCA) Plant Manager Certification at the Plant Manager level.

1.6.1.1 Quality Manager Qualifications

The quality manager shall hold a current license as a professional engineer in a U.S. state or territory with experience on at least five similar projects. Evidence of extraordinary proven experience may be considered by the Contracting Officer as sufficient to act as the Quality Manager.

Section 03 31 30 Page 11

1.6.1.2 Field Testing Technician and Testing Agency

Submit data on qualifications of proposed testing agency and technicians for approval by the Contracting Officer prior to performing testing on concrete.

a. Work on concrete under this contract shall be performed by an ACI

Concrete Field Testing Technician Grade 1 qualified in accordance with ACI SP-2 or equivalent. Equivalent certification programs shall include requirements for written and performance examinations as stipulated in ACI SP-2.

b. Testing agencies that perform testing services on reinforcing steel shall meet the requirements of ASTM E329.

c. Testing agencies that perform testing services on concrete materials shall meet the requirements of ASTM C1077.

1.6.2 Laboratory Qualifications for Concrete Qualification Testing

The concrete testing laboratory shall have the necessary equipment and experience to accomplish required testing. The laboratory shall meet the requirements of ASTM C1077, and be Cement and Concrete Reference Laboratory (CCRL) inspected.

1.6.3 Laboratory Accreditation

Laboratory and testing facilities shall be provided by and at the expense of the Contractor. The laboratories performing the tests shall be accredited in accordance with ASTM C1077, including ASTM C78/C78M and ASTM C1260. The accreditation shall be current and shall include the required test methods, as specified.

a. Aggregate Testing and Mix Proportioning: Aggregate testing and mixture proportioning studies shall be performed by an accredited laboratory and under the direction of a licensed/registered civil engineer in a U.S. state or territory, who shall sign all reports and designs.

b. Acceptance Testing: Furnish all materials, labor, and facilities required for molding, curing, testing, and protecting test specimens at the site and in the laboratory. Furnish and maintain boxes or other facilities suitable for storing and curing the specimens at the site while in the mold within the temperature range stipulated by ASTM C31/C31M.

c. Contractor Quality Control: All sampling and testing shall be performed by an approved, onsite, independent, accredited laboratory.

1.7 CONCRETE DURABILITY

1.7.1 Concrete Mixture Proportions

At least 60 days prior to concrete placement, submit concrete mixture proportions, ingredient material certificates and test data, and trial batch test data for each class of concrete proposed for use on the project.

Submittal shall clearly indicate where each mixture will be used when more than one mixture design is submitted. Obtain approval from Contracting Officer prior to placement.

Section 03 31 30 Page 12

1.7.2 Concrete Design Requirements

Proportion concrete mixtures to meet the requirements listed in Table 1 in accordance with the procedures outlined in ACI 201.2R and ACI 211.1.

The mixture proportions for concrete shall be developed by the Contractor to produce the required compressive strength (f'c), drying shrinkage, durability, and constructability. The amount of cementitious material in the mixture can be minimized as long as the concrete still meets the mixture design requirements for durability and strength.

The mixture proportions and Water-Cementitious Materials Ratio for marine concrete shall be developed by the Contractor to produce the design strength (f'c) and to provide durability, workability, and mixture consistency to facilitate placement, compaction into the forms and around reinforcement without segregation or bleeding. The requirements for durability specified in Table 1 and Table 2 below shall be incorporated in the mixture proportions.

The concrete mixture shall contain one of the CCM/SCM listed in Table 3, or a linear combination thereof. The minimum amount of portland cement is 50 percent of the total mass of cementitious material.

Air content: Concrete shall be air entrained and shall conform to the air limits specified in ACI 301 for exposure and the aggregate size used and tested in accordance with ASTM C231/C231M. The average spacing factor for three consecutive tests shall not exceed 0.008 in with no individual test exceeding 0.010 in as determined by ASTM C457/C457M. Variations outside the limits specified shall not be reason to reject the concrete in locations not subject to freeze-thaw conditions.

Slump: The concrete mixture shall be proportioned to have, at the point of deposit, a maximum slump of 4 inches as determined by ASTM C143/C143M when admixtures that affect slump are not used. Where an ASTM C494/C494M, Type F or G admixture is used, the slump after the addition of the admixture shall not exceed 8 inches. Slump tolerances shall comply with the requirements of

ACI 117.

Table 1 - Concrete Design Requirements

Prescriptive requirements Minimum Maximum

ASTM C666/C666M Method A Durability Factor at 300 cycles 90 --

Concrete ASTM C157/C157M Drying Shrinkage percent, at 28 days except for high volume fly ash (HVFA) at 56 days.

-- 0.05 percent

Initial acid-soluble chloride content in cast-in-place concrete per ASTM C1152/C1152M, percent/cement

-- 0.10

Section 03 31 30 Page 13

Table 1 - Concrete Design Requirements

Prescriptive requirements Minimum Maximum

Initial acid-soluble chloride content in prestressed concrete determined following ASTM C1152/C1152M, percent/cement

-- 0.08

Average spacing factor for three specimen following ASTM C457/C457M inch

-- 0.008 with no value greater than 0.010

Chloride ion penetrability ASTM C1202 at 56 days, Coulombs -- 1000

Alternatively to ASTM C1202, the concrete surface resistivity AASHTO T 358 at 56 days can be measured, kohm-cm

20 --

Table 2 - Concrete Quality Requirements

Zone Exposure Condition Maximum

W/CM

Submerged zone, Tidal Splash Zone

(a) Directly exposed to salt water 0.40

(b) Subject to severe abrasion 0.40

Atmospheric Zone (a) Directly exposed to marine atmosphere

0.40

(b) Protected from direct exposure to marine atmosphere

0.45

Buried Zone (a) Permanently buried in soil 0.40

1.7.3 Concrete Mixture Qualifications

1.7.3.1 Previously Approved Concrete Mixtures

For identical concrete mixtures previously approved for use within the past 18 months, the previous mixture qualification submittal may be re-submitted without further trial batch testing if accompanied by:

a. A copy of the prior approvals indicating the project name, project number, and location.

b. Ingredient material test data conducted within 12 months of the submittal date.

Section 03 31 30 Page 14

c. Copies of the previously approved trial batch test data.

d. A log containing at least 15 sequential test results with the calculated mean and standard deviation of the production concrete for air content, and compressive strength.

If the Contractor changes material type, class, sources, or suppliers;

chemical composition; and/or mix proportions, the Contractor shall provide a written opinion of the significance of the change(s). The change(s) may require additional testing at the discretion of the Contracting Officer in consultation with the agency's Subject Matter Expert in Concrete Materials.

1.7.3.2 New Concrete Mixtures

a. Submit complete ingredient material test data, including applicable reference specifications. Submit additional data regarding concrete aggregates if the source of aggregate changes.

b. Submit copies of test reports by independent test lab conforming to

ASTM C1077 showing that the mixture has been successfully tested to produce concrete with the properties specified and that mixture will be suitable for the job conditions as described. Test reports shall be submitted along with the concrete mixture proportions. Obtain approval before concrete placement.

c. Test a minimum of one trial batch of production concrete. If batching facilities are located such that the haul-time will exceed 30 minutes, a simulated haul time shall be included in the trial batch.

(1) Test and report fresh concrete property tests of each trial batch as follows:

(a) Slump in accordance with ASTM C143/C143M.

(b) Air content in accordance with ASTM C231/C231M or ASTM C173/C173M.

(c) Unit weight in accordance with ASTM C138/C138M.

(d) Temperature in accordance with ASTM C1064/C1064M.

(2) Cast specimens, test, and report hardened concrete property tests of each trial batch as follows:

(a) Compressive strength at 3, 7, 28, 56 and 90 days in accordance with ASTM C39/C39M. Use of unbonded caps in accordance with ASTM C1231/C1231M is permitted.

(b) Drying shrinkage.

(c) Tensile strength (if required).

(d) Freeze-thaw durability factor (if required) shall be determined as the mean of six test specimens comprised of at least two specimens cast from each batch.

(e) Initial chloride ion content.

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(f) Spacing factor in accordance with ASTM C457/C457M.

(g) Chloride ion penetrability in accordance with ASTM C1202.

(3) Moist cure concrete intended for cast-in-place applications in accordance with the standard moist curing conditions described in ASTM C192/C192M unless otherwise specified. Moist cure concrete intended for precast applications in the manner proposed for use on the project.

d. For concrete mixtures that are proposed to contain corrosion inhibitors, the Contractor shall submit the chloride ion penetration values from at least one batch of the mixture with and without the admixture making appropriate adjustments to maintain constant water to cementitious materials ratio. The purpose is to establish a correlation with respect to an adjusted value for production chloride ion penetration.

1.7.4 Concrete Qualification Program

1.7.4.1 Fresh Concrete Properties

a. Air Content: The mixture shall be proportioned and tested for qualification.

b. Slump: The mixture shall be proportioned and tested for qualification.

c. Self-Consolidating Concrete: When self-consolidating concrete is proposed for use, the mixture shall be proportioned and tested for qualification using:

(1) ASTM C1611/C1611M slump flow shall not be greater than 24 inches, with visual stability index not greater than 1.

(2) ASTM C1621/C1621M Passing ability using the J-ring. Spread within 1 inch less than the slump flow.

(3) Passing ability using the L-Box between 4 and 8 seconds

(4) ASTM C1610/C1610M, static segregation shall be less than 4.0 percent.

For process control sampling, the slump flow limit as determined by ASTM C1611/C1611M shall be no greater than 24 inches and the visual stability index limit shall be no greater than 1.0.

d. Underwater concrete: When the concrete is intended for placement under water using the tremie technique, the concrete shall be proportioned to be cohesive and flow with minimal segregation. Viscosity modifying admixtures are permitted for underwater concrete. Proportioning guidance in ACI 304R shall be considered. Concrete mixtures shall be qualified for tremie placement methods based on a trial placement approved by the Contracting Officer.

1.7.4.2 Hardened Concrete Properties

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a. Compressive Strength: The structural engineer shall specify the minimum compressive strength results at 28 days. Determine compressive strength (f'cr) for qualification of concrete mixtures and for quality acceptance testing. A compressive strength test result is defined as the mean of three properly conducted tests on 4 by 8 inch cylinders in accordance with ASTM C39/C39M. Alternatively and for concrete mixtures containing a maximum size aggregate greater than 1 inch, a strength test result shall be defined as the mean of two properly conducted 28-day tests on 6 by 12 inch cylindrical specimens in accordance with ASTM C39/C39M. In addition:

(1) Specified Compressive Strength: For structural concrete elements exposed in a marine environment, the minimum specified 28 day design strength is denoted as (f'c). Strength of concrete containing 35 percent or more fly ash shall be specified at a minimum of 56 days.

(2) Required Average Strength: The concrete shall be proportioned such that the minimum required average compressive strength (f'cr) exceeds the specified design strength (f'c) as per ACI 301.

(3) The average compressive strength may not exceed the specified strength at the same age by more than 20 percent unless approved by the Contracting officer.

(4) Strength of any individual concrete placement shall be considered satisfactory if both the following requirements are met:

(a) The arithmetic mean of any three consecutive lot strength tests is between 1.0 and 1.2 f'c, and;

(b) No individual strength test result is less than 0.90 f'c.

(5) In the event that a placement is represented by single sampling lot, strength shall be considered satisfactory if either:

(a) The mean of the initial test is between 1.0 and 1.2 f'c, or;

(b) The mean of the initial test and retest is between 1.0 and 1.2 f'c, and neither strength test result is less than 0.90 f'c.

b. Drying Shrinkage: Determine drying shrinkage for qualification of concrete mixtures prior to the fabrication of the Test Section and from samples made during the fabrication of the Test Section (see the paragraph TEST SECTION). No test results shall exceed the limits in Table 1. A drying shrinkage test result shall be the mean value from three or more individual specimens constituting a test set. If an individual specimen's measurements deviate from the mean value by more than 0.009 percent length change, the specimen's measurements shall be discarded and a new average established. Casting more than three specimens for each set is permitted. Test procedures and test specimens shall conform to the following:

Drying shrinkage specimens, typically 3 by 3 by 11.25 inch prisms for 1 inchmaximum size aggregate or smaller, shall be fabricated, cured, dried, and measured at 28 days in the manner delineated in ASTM

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C157/C157M. Mixtures containing 50 percent or more supplementary cementing materials shall meet the shrinkage criteria at 56 days.

c. Tensile strength: Determine splitting-tensile strength of concrete only for qualification of concrete mixtures. Determine and report the splitting-tensile strength result of each class of concrete in accordance with ASTM C496/C496M as the mean of three properly conducted tests at the age specified for f'c and again at 90-days age for information only.

d. Freeze-thaw durability: Determine the freeze-thaw durability factor of concrete for qualification of concrete mixtures, if required by environmental conditions. Determine and report the freeze-thaw durability factor of each class of concrete in accordance with ASTM C666/C666M Method-A. Start testing after 28 days of moist curing. The minimum acceptable durability factor shall be as per Table 1.

e. Acid Soluble Chloride Ion Content: Determine the chloride ion content only for qualification of concrete mixtures. Determine acid soluble chloride ion content in accordance with ASTM C1152/C1152M. The limits for allowable acid-soluble chloride ion concentrations in hardened concrete are listed in Table 1.

f. Chloride Ion Penetrability: Determine the resistance of concrete to the penetration of chloride ions in accordance with ASTM C1202 during the prequalification phase. The average of three samples shall meet the limit specified Table 1.

1.7.4.3 Supplemental Corrosion Protection

Requirements for the use of supplemental corrosion protection, if any, shall be indicated on the plans.

1.8 CONCRETE

1.8.1 Drawings

Fabrication Drawings for concrete formwork, reinforcement materials, precast elements, wall forms, and bulkhead forms must indicate concrete pressure calculations with both live and dead loads, along with material types.

Provide design calculations by a registered Civil or Structural Engineer for the formwork.

1.8.1.1 Formwork

Prior to commencing work, submit drawings for approval showing details of formwork including, but not limited to: joints, supports, studding and shoring, and sequence of form and shoring removal. Reproductions of contract drawings are unacceptable.

Design, fabricate, erect, support, brace, and maintain formwork so that it is capable of supporting without failure all vertical and lateral loads that may reasonably be anticipated to be applied to the formwork.

ACI 347R. Include design calculations indicating arrangement of forms, sizes, species, and grades of supports (lumber), panels, and related components. Indicate placement schedule, construction, and location and

Section 03 31 30 Page 18 method of forming control joints. Include locations of inserts, pipe work, conduit, sleeves, and other embedded items. Furnish drawings and descriptions of shoring and reshoring methods proposed for slabs, beams, and other horizontal concrete members.

1.8.1.2 Reinforcing Steel

ACI SP-66. Provide bending and cutting diagrams, assembly diagrams, splicing placement and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars. Only complete drawings will be accepted.

1.8.2 Pre-Construction Submittals

1.8.2.1 Curing Concrete Elements

Submit proposed materials and methods for curing concrete elements.

1.8.2.2 Concrete Curing Plan

Submit proposed materials, methods, and duration for curing and cooling concrete elements in accordance with ACI 308.1.

Minimum moist curing duration shall be seven days.

Begin curing immediately after placement. Protect concrete from premature drying, excessively hot temperatures, and mechanical injury; and maintain minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and hardening of the concrete. The materials and methods of curing are subject to approval by the Contracting Officer.

1.8.2.3 Form Removal Schedule

Submit schedule for form removal indicating element and minimum length of time for form removal. Submit technical literature of forming material or liner, form release agent, form ties, and gasketing to prevent leakage at form and construction joints. Provide a full description of materials and methods to be used to patch form-tie holes.

1.8.2.4 Concrete Placement and Compaction

a. Submit technical literature for equipment and methods proposed for use in placing concrete. Include concrete pumping or conveying equipment including type, size and material for pipe, valve characteristics, and the maximum length and height concrete will be pumped. No adjustments shall be made to the mixture design to facilitate pumping.

b. Submit technical literature for equipment and methods proposed for vibrating and compacting concrete. Submittal shall include technical literature describing the equipment including vibrator diameter, length, frequency, amplitude, centrifugal force, and manufacturer's description of the radius of influence under load. Where flat work is to be cast, provide similar information relative to the proposed compacting screed or other method to ensure dense placement.

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1.8.2.5 Concrete Report

Provide a Report inclusive of materials and methods used, test results, and the field test strength (fcr) for concrete that shows compliance with the structural and durability requirements.

1.8.2.6 Preconstruction Testing of Materials

All sampling and testing shall be performed by, and at the expense of, the Contractor. Use an approved commercial laboratory or, for cementitious materials and chemical admixtures, a laboratory maintained by the manufacturer of the material. No material shall be used until notice of acceptance has been given. The Contractor will not be entitled to any additional payment or extension of time due to failure of any material to meet project requirements, or for any additional sampling or testing required. Additional tests may be performed by the Government at the discretion of the Contracting Officer; such Government testing will not relieve the Contractor of any testing responsibilities.

1.8.2.7 Material Safety Data Sheets

Submit Material Safety Data Sheets (SDS) for all materials that are regulated for hazardous health effects. Prominently post the SDS at the construction site.

1.8.2.8 Mixture Designs

Provide a detailed report of materials and methods used, test results, and the field test strength (fcr) for marine concrete required to meet structural and durability requirements.

1.8.3 Sampling

The Contractor shall be responsible for conducting concrete production process control sampling and testing in compliance with this specification.

1.8.3.1 Ingredient Material Sampling

a. Cementitious material mill certificates and test reports shall be provided for each shipment. Record the date delivered and quantity of material represented by the certificate.

b. Conduct and log aggregate moisture content at a minimum frequency of twice daily for each day's production. Use of moisture sensors in storage bins is recommended practice, but does not satisfy this requirement.

c. Aggregate sampling for gradation and dry-rodded unit weight shall be conducted for each 100 tons delivered for use on the project, or portion thereof.

1.8.4 Reporting

1.8.4.1 Daily Inspection Reports

Contractor shall prepare daily inspection reports for all inspection activities such as base preparation, formwork preparation, reinforcement

Section 03 31 30 Page 20 installation, concrete placement log, and temperature control activities.

Submit sample forms and describe the procedure used to organize, archive, and retrieve inspection records in the Quality Program submittal.

1.8.4.2 Sampling Logs

Contractor shall maintain a concrete placement log as an electronic spreadsheet or database identifying each placement date, placement location, volume of concrete, batch ticket numbers, lot identification code, fresh concrete properties, compressive strength results, transport properties, inspection comments, and acceptance status. Contractor shall provide/transmit the concrete testing log to the Contracting Officer weekly.

The Contractor shall provide copies of supporting documents for any placement requested by the Contracting Officer immediately upon request.

1.8.4.3 Quality Control Data

The Contractor shall prepare, maintain, and report separate quality control charts illustrating the slump, temperature, plastic air content, compressive strength, and chloride ion penetration test results for each lot of each concrete mixture used on the project.

1.8.4.4 Quality Team Meetings

The contractor shall conduct regular quality control team meetings to review plans for future placements, review test results, and discuss dispensation of non-conforming materials. The quality team shall include the Contractor's quality manager, the project manager, the project superintendent, the Contracting Officer, and representatives of the testing agency and concrete producer, or approved substitutes. It is recommended that the meetings be held on a weekly or bi-weekly basis during the service life modeling submittal phases and then monthly, as the construction progresses. The transition from the weekly or bi-weekly meetings to the monthly meetings shall be with the Contracting Officer's approval.

The Contractor shall prepare quality control team meeting minutes for each meeting. The minutes shall include the date of each meeting, attendees, key discussion points, findings, recommendations, assigned tasks, assigned personnel, task completion dates, and status of each task.

1.8.4.5 Non-conforming materials

The exact location of non-conforming concrete as placed shall be identified and the Contracting Officer shall be notified immediately. There are numerous possible indicators that the as-placed concrete is non-conforming including (but not limited to) excessive compressive strength, inadequate compressive strength, excessive slump, chloride ions penetration out of limits, excessive voids and honeycombing, and concrete delivery records that indicate excessive time between mixing and placement and/or excessive water was added to the mixture during delivery and placement. Any of these indicators alone are sufficient reason for the Contracting Officer to request additional sampling, testing, and service life modeling to quantify the concrete properties. If justified, cores may be extracted for testing, and an investigation into the cause for non-conformance shall be conducted.

The investigation may include statistical analysis of the test data collected to date; appropriateness of the pre-defined QAL based on statistical analysis of production data; the impact of the non-conforming

Section 03 31 30 Page 21 material on the structure strength and/or service life; and recommendations for concrete production process improvements, mitigation, or remediation, as appropriate.

Investigations into non-conforming materials shall be conducted at the Contractor's expense. The Contractor shall be responsible for the investigation and shall make written recommendations to adequately mitigate or remediate the non-conforming material. The Contracting Officer may accept, accept with reduced payment, require mitigation, or require removal and replacement of non-conforming material at no additional cost to the Government.

1.8.5 Test Reports

Concrete Test Reports shall be identified by a sequential report identification code. Each report shall identify the placement date, placement location, weather, name of testing technician, time of sampling, batch ticket number, fresh concrete test results, and hardened concrete test results.

1.8.5.1 Concrete Mixture Requirements

a. Submit copies of test reports conforming to ASTM C1077 showing that the mixture has been successfully tested to produce concrete with the properties specified and that mixture will be suitable for the job conditions. Test reports shall be submitted along with the concrete mixture proportions. Obtain approval before concrete placement.

b. Fully describe the processes and methodology whereby mixture proportions were developed and tested and how proportions will be adjusted during progress of the work to achieve, as closely as possible, the designated levels of relevant properties.

1.8.5.2 Supplementary Cementing Materials

Submit test results in accordance with ASTM C618 and the physical and chemical analysis in accordance with applicable ASTM standards such as ASTM C311/C311M for fly ash.