SP470217R0010_0002.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NO.

See Block 14

4. REQUISITION/PURCHASE REQ. NO.

CSC 17701 "M & R"

5. PROJECT NO. (If applicable)

6. ISSUED BY CODE SP4702 7. ADMINISTERED BY (If other than Item 6) CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

CODE FACILITY CODE

SP470217R0010

X

2017 MAY 11

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of OffersX is extended, X is not extended.

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

12. ACCOUNTING AND APPROPRIATION DATA (If required)

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO.

IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc. ) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A NAME AND TITLE OF SIGNER (Type or print)

NSN 7540-01-152-8070

Previous edition unusable

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

16B. UNITED STATES OF AMERICA15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

(a) By completing Items 8 and 15, and returning

DCSO COLUMBUS

ATTN DCSO-C

PO BOX 3990

COLUMBUS OH 43218-3990

RICARDO BLANCO

PHONE # 614-692-5296

RICARDO.BLANCOSOTO@DLA.MIL

15C. DATE SIGNED 16C. DATE SIGNED

D. OTHER (Specify type of modification and authority)

26 MAY 2017

3. EFFECTIVE DATE

See Attached Continuation Sheet(s).

(X)

CHECK ONE

PAGE OF PAGES

9A. AMENDMENT OF SOLICITATION NO.

9B. DATED (SEE ITEM 11)

13. THIS APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CONTINUED ON NEXT PAGE

Amendment 0002 has been issued to provide a response to all potential vendors for this solicitation. The below information would provide questions (Q) submitted by the contractors due to Site Visit. And answers (A) to those questions by the Government.

In response to Amendment 0001, 1A: Invert elevations are shown on the plans, can you please provide finished floor elevations to determine depths.

1AA. First Floor finished elevation is 805'-0". Ground /paved/paver grading level is 2'-6" below first floor (Attached # 1 "Drawing").

In response to Amendment 0001 , 3A: Can we be provided a concrete step detail/ design to price demo and replace? How many front entrance steps can be demoed and poured back at a time?

3AA: Yes. One entrance at a time.

In response to Amendments 0001, 4A: Can we be provided a concrete specification section 03 30 00 for this project.

4AA: No. It is already provided in the amended solicitation package (Attached # 2 "Section 03 30 00").

AMENDMENT 0002 MUST BE SIGNED AND RETURNED WITH YOUR PROPOSAL.

Terms/Conditions for this solicitation remains unchanged.

SECTION J - LIST OF ATTACHMENTS

List of Attachments

Description File Name

Section 03 30 00 Section 03 30 00.pdf

Drawing Drawing.pdf

ATTACHMENT # 1 "DRAWING"

PAGE 1 OF 1 1

SECTION 03 30 00 Page 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

07/06

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.

ACI INTERNATIONAL (ACI)

ACI 117 (1990; R 2002) Standard Tolerances for Concrete Construction and Materials & Commentary

ACI 211.1 (1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 211.2 (1998) Standard Practice for Selecting Proportions for Structural Lightweight Concrete

ACI 213R (2003) Guide for Structural Lightweight Aggregate Concrete

ACI 301 (2005) Specifications for Structural Concrete

ACI 302.1R (2004) Guide for Concrete Floor and Slab Construction

ACI 304.2R (1996) Placing Concrete by Pumping Methods

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

ACI 305R (1999) Hot Weather Concreting

ACI 306.1 (1990; R 2002) Standard Specification for Cold Weather Concreting

ACI 318M/318RM (2002) Metric Building Code Requirements for Structural Concrete and Commentary

ACI 347R (2003) Guide to Formwork for Concrete

ACI SP-66 (2004) ACI Detailing Manual

AMERICAN WELDING SOCIETY (AWS)

ATTACHMENT # 1

SECTION 03 30 00 Page 2

AWS D1.4 (1998) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A 185 (2002) Steel Welded Wire Reinforcement, Plain, for Concrete

ASTM A 496 (2002) Steel Wire, Deformed, for Concrete

Reinforcement

ASTM A 497 (2002) Steel Welded Wire Reinforcement, Deformed, for Concrete

ASTM A 615/A 615M (2004b) Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

ASTM A 616/A 616M (1996a) Rail-Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 617/A 617M (1996a) Axle-Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 780 (2001) Repair of Damaged and Uncoated Areas of Hot-Dipped Galvanized Coatings

ASTM A 82 (2002) Steel Wire, Plain, for Concrete

Reinforcement

ASTM A 934/A 934M (2004) Epoxy-Coated Prefabricated Steel

Reinforcing Bars

ASTM C 1107 (2002) Packaged Dry, Hydraulic-Cement

Grout(Non-shrink)

ASTM C 1116 (2003) Fiber-Reinforced Concrete and

Shotcrete

ASTM C 143/C 143M (2003) Slump of Hydraulic Cement Concrete

ASTM C 150 (2004a) Portland Cement

ASTM C 171 (2003) Sheet Materials for Curing Concrete

ASTM C 172 (2004) Sampling Freshly Mixed Concrete

ASTM C 173/C 173M (2001e1) Air Content of Freshly Mixed

Concrete by the Volumetric Method

ASTM C 192/C 192M (2002) Making and Curing Concrete Test

Specimens in the Laboratory

ASTM C 227 (2003) Potential Alkali Reactivity of Cement-

Aggregate Combinations (Mortar-Bar Method)

ASTM C 231 (2004) Air Content of Freshly Mixed Concrete by the Pressure Method

SECTION 03 30 00 Page 3

ASTM C 260 (2001) Air-Entraining Admixtures for Concrete

ASTM C 295 (2003) Petrographic Examination of Aggregates for Concrete

ASTM C 309 (2003) Liquid Membrane-Forming Compounds for

Curing Concrete

ASTM C 31/C 31M (2003a) Making and Curing Concrete Test

Specimens in the Field

ASTM C 311 (1985; R 2004) Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland- Cement Concrete

ASTM C 33 (2003) Concrete Aggregates

ASTM C 39 (1993a) Compressive Strength of Cylindrical

Concrete Specimens

ASTM C 42/C 42M (2004) Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C 494/C 494M (2004) Chemical Admixtures for Concrete

ASTM C 567 (2004) Determining Density of Structural

Lightweight Concrete

ASTM C 59/C 59M5 (2000; Rev A) Blended Hydraulic Cements

ASTM C 618 (2003) Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use as a Mineral Admixture in Concrete

ASTM C 881 (1999) Epoxy-Resin-Base Bonding Systems for

Concrete

ASTM C 920 (2002) Elastomeric Joint Sealants

ASTM C 94/C 94M (2004a) Ready-Mixed Concrete

ASTM C 989 (2004) Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars

ASTM D 1190 (1997) Concrete Joint Sealer, Hot-Applied

Elastic Type

ASTM D 1751 (1999) Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 (2004a) Preformed Sponge Rubber and Cork

Expansion Joint Fillers for Concrete Paving and Structural Construction

SECTION 03 30 00 Page 4

ASTM D 1854 (2002) Jet-Fuel-Resistant Concrete Joint Sealer, Hot-Applied Elastic Type

ASTM D 4397 (2002) Polyethylene Sheeting for

Construction, Industrial, and Agricultural Applications

ASTM D 5759 (1995; R 2005) Characterization of Coal Fly

Ash and Clean Coal Combustion Fly Ash for Potential Uses

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 572 (1974) Specifications for Polyvinylchloride

Waterstops

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-1614 (Rev A; Am 1) Sealants, Joint,Jet-Fuel-

Resistant, Hot-Applied, for Portland Cement and Tar Concrete Pavements

FS SS-S-200 (Rev E; Am 2) Sealant, Joint, Two-Component, Jet-Blast-Resistant, Cold-Applied, for Portland Cement Concrete Pavement

1.2 DEFINITIONS

a. "Cementitious material" as used herein shall include all Portland cement, pozzolan, fly ash, ground iron blast-furnace slag, and [silica fume].

b. "Exposed to public view" means situated so that it can be seen from eye level from a public location after completion of the building. A public location is accessible to persons not responsible for operation or maintenance of the building.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Formwork

Reinforcing steel

Reproductions of contract drawings are unacceptable.

SD-03 Product Data

Materials for curing concrete file://USE.AD.DLA.MIL/DATA1/INSTSVCS/WB/WBC/SISGML/JOBS/CSC01814/prntdata/01%2033%2000.doc

SECTION 03 30 00 Page 5

Joint sealants (G)

Submit manufacturer's product data, indicating VOC content.

Joint filler (G)

Recycled Aggregate Materials

Cement (G)

Flowable fill (G)

Reinforcement

Vapor retarder

Epoxy bonding compound

Synthetic reinforcing fibers

Waterstops

Wood Forms

SD-04 Samples

NOT USED

SD-05 Design Data

Concrete mix design;(G)

Thirty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, fly ash, pozzolans, and admixtures; and applicable reference specifications. Provide mix proportion data using at least three different water-cement ratios for each type of mixture, which will produce a range of strength encompassing those required for each class and type of concrete required. If source material changes, resubmit mix proportion data using revised source material. No material shall be provided unless proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. The submittal shall clearly indicate where each mix design will be used when more than one mix design is submitted. Submit additional data regarding concrete aggregates if the source of aggregate changes.

In addition, copies of the fly ash, and pozzolan test results shall be submitted. The approval of fly ash, and pozzolan test results shall have been within 6 months of submittal date. Obtain acknowledgement of receipt prior to concrete placement.

SECTION 03 30 00 Page 6

SD-06 Test Reports (G)

Concrete mix design (G)

Fly ash

Pozzolan

Ground iron blast-furnace slag

Aggregates (G)

Fiber-reinforced concrete

Tolerance report

Compressive strength tests (G)

Unit weight of structural lightweight concrete

Flowable Fill (G)

Air Content (G)

SD-07 Certificates

Curing concrete elements

Pumping concrete

Finishing plan

Form removal schedule

VOC Content for form release agents, curing compounds, and concrete penetrating sealers

Material Safety Data Sheets (G)

SD-08 Manufacturer's Instructions

Fly ash

Ground iron blast-furnace slag

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.

SECTION 03 30 00 Page 7

1.5 DELIVERY, STORAGE, AND HANDLING

Do not deliver concrete until vapor barrier, forms, reinforcement, embedded items, and chamfer strips are in place and ready for concrete placement. ACI 301 for job site storage of materials. Protect materials from contaminants such as grease, oil, and dirt. Ensure materials can be accurately identified after bundles are broken and tags removed. Do not store concrete curing compounds or sealers with materials that have a high capacity to adsorb volatile organic compound (VOC) emissions. Do not store concrete curing compounds or sealers in occupied spaces.

1.5.1 Reinforcement

Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid excessive rusting. Protect from contaminants such as grease, oil, and dirt. Ensure bar sizes can be accurately identified after bundles are broken and tags removed.

1.5.1.1 Epoxy Coated Reinforcing Steel

Record coating lot on each shipping notice and carefully identify and retag bar bundles from bending plant. Provide systems for handling coated bars which have padded contact areas, nylon slings, etc., all free of dirt and grit. Lift bundled coated bars with strong back, multiple supports, or platform bridge to prevent sagging and abrasion. Bundling bands shall be padded where in contact with bars. Do not drop or drag bars or bundles.

Store coated bars both in shop and in field, aboveground, on wooden or padded cribbing. Space the dunnage close enough to prevent excessive sags.

Stack large quantities of straight bars with adequate protective blocking between layers. Schedule deliveries of epoxy coated bars to the job site to avoid the need for long term storage. Protect from direct sunlight and weather. Bars to be stored longer than 12 hours at the job site shall be covered with opaque polyethylene sheeting or other suitable equivalent protective material.

1.6 QUALITY ASSURANCE

1.6.1 Design Data

1.6.1.1 Formwork Calculations

ACI 347R. Include design calculations indicating arrangement of forms, sizes and grades of supports (lumber), panels, and related components.

1.6.2 Drawings

1.6.2.1 Formwork

Drawings showing details of formwork including; joints, supports, studding and shoring, and sequence of form and shoring removal. Reproductions of contract drawings are unacceptable.

1.6.2.2 Reinforcing Steel

ACI SP-66. Indicate bending diagrams, assembly diagrams, splicing and laps of bars, shapes, dimensions, and details of bar reinforcing, accessories, SECTION 03 30 00 Page 8 and concrete cover. Do not scale dimensions from structural drawings to determine lengths of reinforcing bars.

1.6.3 Control Submittals

1.6.3.1 Curing Concrete Elements

Submit proposed materials and methods for curing concrete elements.

1.6.3.2 Pumping Concrete

Submit proposed materials and methods for pumping concrete. Submittal shall include mix designs, pumping equipment including type of pump and size and material for pipe, and maximum length and height concrete will be pumped.

1.6.3.3 Silica Fume Manufacturer's Representative

1.6.3.4 Finishing Plan

The contractor shall submit proposed material and procedures to be used in obtaining the finish for the Granite Storage Pad. Include qualification of person to be used for obtaining tolerance measurement, description measuring equipment to be used, and sketch showing lines and locations the measuring equipment will follow.

1.6.3.5 Form Removal Schedule

Submit schedule for form removal indicating element and minimum length of time for form removal.

1.6.3.6 VOC Content for form release agents, curing compounds, and concrete penetrating sealers

Submit certification for the form release agent, curing compounds, and concrete penetrating sealers that indicate the VOC content of each product.

1.6.3.7 Material Safety Data Sheets

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

1.6.4 Test Reports

1.6.4.1 Concrete Mix Design

Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified and that mix will be suitable for the job conditions. The laboratory test reports shall include mill test and all other test for cement, aggregates, and admixtures. Provide maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Test reports shall be submitted along with the concrete mix design. Obtain approval before concrete placement.

SECTION 03 30 00 Page 9

1.6.4.2 Fly Ash and Pozzolan

Submit test results in accordance with ASTM C 618 for fly ash and pozzolan.

Submit test results performed within 6 months of submittal date. Submit manufacturer's policy statement on fly ash use in concrete.

1.6.4.3 Ground Iron Blast-Furnace Slag

Submit test results in accordance with ASTM C 989 for ground iron blast-furnace slag. Submit test results performed within 6 months of submittal date. Submit manufacturer's policy statement on slag use in concrete.

1.6.4.4 Aggregates

ASTM C 227 for potential alkali-silica reactions, ASTM C 295 for petrographic analysis.

1.6.4.5 Fiber-Reinforced Concrete

Test to determine flexural toughness index I5 in accordance with ASTM C 1116.

1.6.5 Field Samples

1.6.5.1 Slab Finish Sample

Install minimum of 10 foot by 10 foot slab. Finish as required by specification.

1.6.6 Special Finisher Qualifications

For 35 percent or more fly ash content as a percentage of cementitious materials, finisher shall have a minimum of 3 years' experience finishing high-volume fly ash concrete.

1.7 ENVIRONMENTAL REQUIREMENTS

1.8 SUSTAINABLE DESIGN REQUIREMENTS

NOT USED

PART 2 PRODUCTS

2.1 MATERIALS FOR FORMS

Provide plywood or steel. Use plywood or steel forms where a smooth form finish is required.

2.1.1 Wood Forms

2.1.2 Plastic Forms

SECTION 03 30 00 Page 10

2.1.3 Carton Forms

NOT USED

2.1.4 Steel Forms

Steel form surfaces shall not contain irregularities, dents, or sags.

2.2 FORM TIES AND ACCESSORIES

The use of wire alone is prohibited. Form ties and accessories shall not reduce the effective cover of the reinforcement.

2.2.1 Polyvinylchloride Waterstops

COE CRD-C 572.

2.2.2 Dovetail Anchor Slot

Preformed metal slot approximately 1 by 1 inch of not less than 22 gage galvanized steel cast in concrete. Coordinate actual size and throat opening with dovetail anchors and provide with removable filler material.

2.3 CONCRETE

2.3.1 Contractor's Option for Material Only

NOT USED

2.3.2 Contractor-Furnished Mix Design

ACI 211.1, and ACI 301 except as otherwise specified. The compressive strength (f'c) of the concrete for each portion of the structure(s) shall be as specified below.

f'c ASTM C 33 Maximum (Min. 28- Maximum Range Water- Day Comp. Nominal of Cement Air Strength Aggregate Slump Ratio Entr.

Location (psi) (Size No.) (inches) (by weight) (percent)

Concrete Curbs, Gutters, Walks, Patios/Pad Exposed to weather 4000 67 3 0.45 5

Maximum slump shown above may be increased 1 inch for methods of consolidation other than vibration. Slump may be increased to 4 inches when superplasticizers are used. Provide air entrainment using air-entraining admixture. Air entrainment shall be within plus or minus 1.5 percent of the value specified. The water soluble chloride ion concentrations in hardened concrete at ages from 28 to 42 days shall not exceed 0.30.

SECTION 03 30 00 Page 11

2.3.2.1 Mix Proportions for Normal Weight Concrete

Trial design batches, mixture proportioning studies, and testing requirements for various classes and types of concrete specified shall be the responsibility of the Contractor. Mixture proportions shall be based on compressive strength as determined by test specimens fabricated in accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39.

Samples of all materials used in mixture proportioning studies shall be representative of those proposed for use in the project and shall be accompanied by the manufacturer's or producer's test report indicating compliance with these specifications. Trial mixtures having proportions, consistencies, and [air content] suitable for the work shall be made based on methodology described in ACI 211.1. The trial mixture shall use at least three different water-cement ratios for each type of mixture, which will produce a range of strength encompassing those required for each class and type of concrete required on the project. The maximum water-cement ratio required will be based on equivalent water-cement ratio calculations as determined by the conversion from the weight ratio of water to cement plus pozzolan,and ground granulated blast-furnace slag by weight equivalency method. Laboratory trial mixture shall be designed for maximum permitted slump and air content. Each combination of material proposed for use shall have separate trial mixture, except for accelerator or retarder use can be provided without separate trial mixture. The temperature of concrete in each trial batch shall be reported. For each water-cement ratio, at least three test cylinders for each test age shall be made and cured in accordance with ASTM C 192/C 192M and tested in accordance with ASTM C 39 for 7 and 28 days. From these results, a curve shall be plotted showing the relationship between water-cement ratio and strength for each set of trial mix studies.

In addition a curve shall be plotted showing the relationship between 7 and 28 day strengths.

2.3.2.2 Lightweight Concrete Proportion

2.3.2.3 Required Average Strength of Mix Design

NOT USED

2.4 MATERIALS

2.4.1 Cement

ASTM C 150, Type I or ASTM C 59/C 59M5, Type IP or IS blended cement except as modified herein. The blended cement shall consist of a mixture of ASTM C 150, Type II, cement and one of the following materials: ASTM C 618 pozzolan or fly ash, ASTM C 989 ground iron blast-furnace slag. For portland cement manufactured in a kiln fueled by hazardous waste, maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in the fuel mix or raw materials. For exposed concrete, use one manufacturer for each type of cement, ground slag, fly ash, and pozzolan.

SECTION 03 30 00 Page 12

2.4.1.1 Fly Ash and Pozzolan

ASTM C 618, Type N, F, or C, except that the maximum allowable loss on ignition shall be 6 percent for Types N and F. Add with cement. Fly ash content shall be a minimum of 70 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that will meet the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C 311. Evaluate and classify fly ash in accordance with ASTM D 5759.

2.4.1.2 Ground Iron Blast-Furnace Slag

ASTM C 989, Grade 100. Slag content shall be a minimum of 70 percent by weight of cementitious material.

2.4.1.3 Silica Fume

2.4.2 Water

Minimize the amount of water in the mix. The amount of water shall not exceed 45 percent by weight of cementitious materials (cement + pozzolans), and in general, workability shall be improved by adjusting the grading rather than by adding water. Water shall be fresh, clean, and potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.4.3 Aggregates

ASTM C 33, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Aggregates shall not contain any substance which may be deleteriously reactive with the alkalies in the cement. Aggregates shall show expansions less than 0.10 percent at 6 months when tested in accordance with ASTM C 227 using a cement with an alkali content above 0.8 percent (expressed as sodium oxide), and shall not possess properties or constituents that are known to have specific unfavorable effects in concrete when tested in accordance with ASTM C 295.

2.4.3.1 Aggregrates/Combined Aggregrate Gradation (Floor Slabs Only)

ASTM C 33, uniformly graded and as follows: Nominal maximum aggregrate size of 1 inch. A combined sieve analysis shall indicate a well graded aggregrate from coarsest to finest with not more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 (0.3mm) sieve, and less than 8 percent may be retained on sieves finer than No. 50 (0.3mm).

Sand shall be at least 50 percent natural sand.

2.4.3.2 Aggregates for Lightweight Concrete

2.4.3.3 Recycled Aggregate Materials

SECTION 03 30 00 Page 13

2.4.4 Nonshrink Grout

ASTM C 1107.

2.4.5 Admixtures

ASTM C 494/C 494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures.

2.4.5.1 Air-Entraining

ASTM C 260.

2.4.5.2 High Range Water Reducer (HRWR) (Superplasticizers)

ASTM C 494/C 494M, Type F [and Type G (HRWR retarding admixture)

2.4.6 Vapor Barrier

ASTM D 4397 polyethylene sheeting, minimum 6 mil thickness.

2.4.7 Materials for Curing Concrete

Use water-based curing compounds, sealers, and coatings with zero VOC content.

2.4.7.1 Impervious Sheeting

ASTM C 171; waterproof paper, clear or white polyethylene sheeting, or polyethylene-coated burlap.

2.4.7.2 Pervious Sheeting

AASHTO M 182.

2.4.7.3 Liquid Membrane-Forming Compound

ASTM C 309, white-pigmented, Type 2, Class B.

2.4.8 Liquid Chemical Sealer-Hardener Compound

Compound shall be magnesium fluosilicate which when mixed with water seals and hardens the surface of the concrete. Do not use on exterior slabs exposed to freezing conditions. Compound shall not reduce the adhesion of resilient flooring, tile, paint, roofing, waterproofing, or other material applied to concrete.

2.4.9 Expansion/Contraction Joint Filler

ASTM D 1751, ASTM D 1752, cork or 100% post-consumer paper meeting ASTM D 1752 (subparagraphs 5.1 to 5.4). Material shall be 1/2 inch thick, unless otherwise indicated.

SECTION 03 30 00 Page 14

2.4.10 Joint Sealants

Use concrete penetrating sealers with a low VOC content.

2.4.10.1 Horizontal Surfaces, 3 Percent Slope, Maximum

ASTM D 1190 or ASTM C 920, Type M, Class 25, Use T. ASTM D 1854 for surfaces subjected to jet fuel.

2.4.10.2 Vertical Surfaces Greater Than 3 Percent Slope

ASTM C 920, Type M, Grade NS, Class 25, Use T. [FS SS-S-1614] [FS SS-S-200, no sag].

2.4.11 Epoxy Bonding Compound

ASTM C 881. Provide Type I for bonding hardened concrete to hardened concrete; Type II for bonding freshly mixed concrete to hardened concrete;

and Type III as a binder in epoxy mortar or concrete, or for use in bonding skid-resistant materials to hardened concrete. Provide Grade 1 or 2 for horizontal surfaces and Grade 3 for vertical surfaces. Provide Class A if placement temperature is below 40 degrees F; Class B if placement temperature is between 40 and 60 degrees F; or Class C if placement temperature is above 60 degrees F.

2.4.12 Biodegradable Form Release Agent

Form release agent shall be colorless, biodegradable, and water-based content. Biobased material shall be a minimum of 85 percent of the total product. Product shall not bond with, stain, or adversely affect concrete surfaces and shall not impair subsequent treatments of concrete surfaces.

The form release agent shall not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

2.5 REINFORCEMENT

Bars, fabrics, connectors, and chairs shall be galvanized.

2.5.1 Reinforcing Bars

ACI 301 unless otherwise specified. Use deformed steel. ASTM A 615 and ASTM A 617/A with the bars marked A, S, W, Grade 60.

2.5.2 Mechanical Reinforcing Bar Connectors

ACI 301. Provide 125 percent minimum yield strength of the reinforcement bar.

2.5.3 Welded Wire Fabric

ASTM A 185 or ASTM A 497. Provide flat sheets of welded wire fabric for slabs and toppings.

2.5.4 Wire

ASTM A 82 or ASTM A 496.

SECTION 03 30 00 Page 15

2.5.5 Reinforcing Bar Supports

Provide bar ties and supports of coated or non corrodible material.

2.5.6 Fiber-Reinforced Concrete

2.5.7 Chairs and Bolsters: Steel

PART 3 EXECUTION

3.1 PREPARATION

Determine quantity of concrete needed and minimize the production of excess concrete. Designate locations or uses for potential excess concrete before the concrete is poured.

3.2 FORMS

ACI 301. Provide forms, shoring, and scaffolding for concrete placement.

Set forms mortar-tight and true to line and grade. Chamfer above grade exposed joints, edges, and external corners of concrete 0.75 inch unless otherwise indicated. Provide formwork with clean-out openings to permit inspection and removal of debris. Forms submerged in water shall be watertight.

3.2.1 Coating

Before concrete placement, coat the contact surfaces of forms with a nonstaining mineral oil, nonstaining form coating compound, or two coats of nitrocellulose lacquer. Do not use mineral oil on forms for surfaces to which adhesive, paint, or other finish material is to be applied.

3.2.2 Removal of Forms and Supports

After placing concrete, forms shall remain in place for the time periods specified in ACI 347R. Prevent concrete damage during form removal. Clean all forms immediately after removal.

3.2.2.1 Special Requirements for Reduced Time Period

Forms may be removed earlier than specified if ASTM C 39 test results of field-cured samples from a representative portion of the structure indicate that the concrete has reached a minimum of 85 percent of the design strength.

3.2.3 Reshoring

Reshore concrete elements where forms are removed prior to the specified time period. Do not permit elements to deflect or accept loads during form stripping or reshoring. Forms on columns, walls, or other load-bearing members may be stripped after 2 days if loads are not applied to the members. After forms are removed, slabs and beams over 10 feet in span and cantilevers over 4 feet shall be reshored for the remainder of the specified time period in accordance with paragraph entitled "Removal of Forms."

Perform reshoring operations to prevent subjecting concrete members to

SECTION 03 30 00 Page 16 overloads, eccentric loading, or reverse bending. Reshoring elements shall have the same load-carrying capabilities as original shoring and shall be spaced similar to original shoring. Firmly secure and brace reshoring elements to provide solid bearing and support.

3.2.4 Reuse

Reuse forms providing the structural integrity of concrete and the aesthetics of exposed concrete are not compromised.

3.3 WATERSTOP SPLICES

Fusion weld in the field.

3.4 FORMED SURFACES

3.4.1 Tolerances

ACI 347R and as indicated.

3.4.2 As-Cast Form

Provide form facing material producing a smooth, hard, uniform texture on the concrete. Arrange facing material in an orderly and symmetrical manner and keep seams to a practical minimum. Support forms as necessary to meet required tolerances. Material with raised grain, torn surfaces, worn edges, patches, dents, or other defects which will impair the texture of the concrete surface shall not be used.

3.5 PLACING REINFORCEMENT AND MISCELLANEOUS MATERIALS

ACI 301. Provide bars, wire fabric, wire ties, supports, and other devices necessary to install and secure reinforcement. Reinforcement shall not have rust, scale, oil, grease, clay, or foreign substances that would reduce the bond. Rusting of reinforcement is a basis of rejection if the effective cross-sectional area or the nominal weight per unit length has been reduced.

Remove loose rust prior to placing steel. Tack welding is prohibited.

3.5.1 Vapor Barrier

Provide beneath the on-grade concrete floor slab. Use the greatest widths and lengths practicable to eliminate joints wherever possible. Lap joints a minimum of 12 inches. Remove torn, punctured, or damaged vapor barrier material and provide with new vapor barrier prior to placing concrete.

Concrete placement shall not damage vapor barrier material.

3.5.2 Reinforcement Supports

Place reinforcement and secure with galvanized or non corrodible chairs, spacers, or metal hangers. For supporting reinforcement on the ground, use concrete or other non corrodible material, having a compressive strength equal to or greater than the concrete being placed.

3.5.3 Epoxy Coated Reinforcing

SECTION 03 30 00 Page 17

3.5.3.1 Epoxy Coated Reinforcing Steel Placement and Coating Repair

NOT USED

3.5.4 Splicing

As indicated. For splices not indicated ACI 301. Do not splice at points of maximum stress. Overlap welded wire fabric the spacing of the cross wires, plus 2 inches.

3.5.5 Future Bonding

Plug exposed, threaded, mechanical reinforcement bar connectors with a greased bolt. Bolt threads shall match the connector. Countersink the connector in the concrete. Calk the depression after the bolt is installed.

3.5.6 Cover

ACI 301 for minimum coverage, unless otherwise indicated.

3.5.7 Setting Miscellaneous Material

Place and secure anchors and bolts, pipe sleeves, conduits, and other such items in position before concrete placement. Plumb anchor bolts and check location and elevation. Temporarily fill voids in sleeves with readily removable material to prevent the entry of concrete.

3.5.8 Construction Joints

Locate joints to least impair strength. Continue reinforcement across joints unless otherwise indicated.

3.5.9 Expansion Joints and Contraction Joints

Provide expansion joint at edges of interior floor slabs on grade abutting vertical surfaces, and as indicated. Make expansion joints 1/2 inch wide unless indicated otherwise. Fill expansion joints not exposed to weather with preformed joint filler material. Completely fill joints exposed to weather with joint filler material and joint sealant. Do not extend reinforcement or other embedded metal items bonded to the concrete through any expansion joint unless an expansion sleeve is used. Provide contraction joints, either formed or saw cut or cut with a jointing tool, to the indicated depth after the surface has been finished. Sawed joints shall be completed within 4 to 12 hours after concrete placement. Protect joints from intrusion of foreign matter.

3.6 BATCHING, MEASURING, MIXING, AND TRANSPORTING CONCRETE

ASTM C 94/C 94M, ACI 301, ACI 302.1R, and ACI 304R, except as modified herein. Batching equipment shall be such that the concrete ingredients are consistently measured within the following tolerances: 1 percent for cement and water, 2 percent for aggregate, and 3 percent for admixtures. Furnish mandatory batch ticket information for each load of ready mix concrete.

SECTION 03 30 00 Page 18

3.6.1 Measuring

Make measurements at intervals as specified in paragraphs entitled "Sampling" and "Testing."

3.6.2 Mixing

ASTM C 94/C 94M and ACI 301. Machine mix concrete. Begin mixing within 30 minutes after the cement has been added to the aggregates. Place concrete within 90 minutes of either addition of mixing water to cement and aggregates or addition of cement to aggregates if the air temperature is less than 85 degrees F.

3.6.3 Transporting

Transport concrete from the mixer to the forms as rapidly as practicable.

Prevent segregation or loss of ingredients. Clean transporting equipment thoroughly before each batch. Do not use aluminum pipe or chutes. Remove concrete which has segregated in transporting and dispose of as directed.

3.7 PLACING CONCRETE

Place concrete as soon as practicable after the forms and the reinforcement have been inspected and approved. Do not place concrete when weather conditions prevent proper placement and consolidation; in uncovered areas during periods of precipitation; or in standing water. Prior to placing concrete, remove dirt, construction debris, water, snow, and ice from within the forms. Deposit concrete as close as practicable to the final position in the forms. Do not exceed a free vertical drop of 3 feet from the point of discharge. Place concrete in one continuous operation from one end of the structure towards the other. Position grade stakes on 10 foot centers maximum in each direction when pouring interior slabs and on 20 foot centers maximum for exterior slabs.

3.7.1 Footing Placement

Concrete for footings may be placed in excavations without forms upon inspection and approval by the Contracting Officer. Excavation width shall be a minimum of 4 inches greater than indicated.

3.7.2 Vibration

ACI 301 and ASTM A 934/A 934M. Furnish a spare, working, vibrator on the job site whenever concrete is placed. Consolidate concrete slabs greater than 4 inches in depth with high frequency mechanical vibrating equipment supplemented by hand spading and tamping. Consolidate concrete slabs 4 inches or less in depth by wood tampers, spading, and settling with a heavy leveling straightedge. Operate internal vibrators with vibratory element submerged in the concrete, with a minimum frequency of not less than 6000 impulses per minute when submerged. Do not use vibrators to transport the concrete in the forms. Insert and withdraw vibrators approximately 18 inches apart. Penetrate the previously placed lift with the vibrator when more than one lift is required. Place concrete in 18 inch maximum vertical lifts. External vibrators shall be used on the exterior surface of the forms when internal vibrators do not provide adequate consolidation of the concrete.

SECTION 03 30 00 Page 19

3.7.3 Application of Epoxy Bonding Compound

Apply a thin coat of compound to dry, clean surfaces. Scrub compound into the surface with a stiff-bristle brush. Place concrete while compound is stringy. Do not permit compound to harden prior to concrete placement.

Follow manufacturer's instructions regarding safety and health precautions when working with epoxy resins.

3.7.4 Pumping

ACI 304R and ACI 304.2R. Pumping shall not result in separation or loss of materials nor cause interruptions sufficient to permit loss of plasticity between successive increments. Loss of slump in pumping equipment shall not exceed 2 inches. Concrete shall not be conveyed through pipe made of aluminum or aluminum alloy. Rapid changes in pipe sizes shall be avoided.

Maximum size of course aggregate shall be limited to 33 percent of the diameter of the pipe. Maximum size of well rounded aggregate shall be limited to 40 percent of the pipe diameter. Samples for testing shall be taken at both the point of delivery to the pump and at the discharge end.

3.7.4.1 Pumping Lightweight Concrete

3.7.5 Cold Weather

ACI 306.1. Do not allow concrete temperature to decrease below 50 degrees FObtain approval prior to placing concrete when the ambient temperature is below 40 degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours. Cover concrete and provide sufficient heat to maintain 50 degrees F minimum adjacent to both the formwork and the structure while curing. Limit the rate of cooling to 5 degrees F in any 1 hour and 50 degrees F per 24 hours after heat application.

3.7.6 Hot Weather

ACI 305R. Maintain required concrete temperature using Figure 2.1.5 in ACI 305R to prevent the evaporation rate from exceeding 0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. Shade the fresh concrete as soon as possible after placing. Start curing when the surface of the fresh concrete is sufficiently hard to permit curing without damage. Provide water hoses, pipes, spraying equipment, and water hauling equipment, where job site is remote to water source, to maintain a moist concrete surface throughout the curing period. Provide burlap cover or other suitable, permeable material with fog spray or continuous wetting of the concrete when weather conditions prevent the use of either liquid membrane curing compound or impervious sheets. For vertical surfaces, protect forms from direct sunlight and add water to top of structure once concrete is set.

3.7.7 Follow-up

Check concrete within 24 hours of placement for flatness, levelness, and other specified tolerances. Adjust formwork and placement techniques on subsequent pours to achieve specified tolerances.

SECTION 03 30 00 Page 20

3.8 SURFACE FINISHES EXCEPT FLOOR, SLAB, AND PAVEMENT FINISHES

3.8.1 Defects

Repair formed surfaces by removing minor honeycombs, pits greater than 1 square inch surface area or 0.25 inchmaximum depth, or otherwise defective areas. Provide edges perpendicular to the surface and patch with nonshrink grout. Patch tie holes and defects when the forms are removed. Concrete with extensive honeycomb including exposed steel reinforcement, cold joints, entrapped debris, separated aggregate, or other defects which affect the serviceability or structural strength will be rejected, unless correction of defects is approved. Obtain approval of corrective action prior to repair.

The surface of the concrete shall not vary more than the allowable tolerances of ACI 347R. Exposed surfaces shall be uniform in appearance and finished to a smooth form finish unless otherwise specified.

3.8.2 Not Against Forms (Top of Walls)

Surfaces not otherwise specified shall be finished with wood floats to even surfaces. Finish shall match adjacent finishes.

3.8.3 Formed Surfaces

3.8.3.1 Tolerances

ACI 117 and as indicated.

3.8.3.2 As-Cast Rough Form

Provide for surfaces not exposed to public view. Patch this holes and defects and level abrupt irregularities. Remove or rub off fins and other projections exceeding 0.25 inch in height.

3.8.4 Smooth Finish

Provide concrete indicated with a smooth finish as follows: Exterior face of dock walls.

3.8.5 Surface Finish Samples

3.9 FLOOR, SLAB, AND PAVEMENT FINISHES AND MISCELLANEOUS CONSTRUCTION

ACI 302.1R, unless otherwise specified.

3.9.1 Finish

Place, consolidate, and immediately strike off concrete to obtain proper contour, grade, and elevation before bleed water appears. Permit concrete to attain a set sufficient for floating and supporting the weight of the finisher and equipment. If bleed water is present prior to floating the surface, drag the excess water, off or remove by absorption with porous materials. Do not use dry cement to absorb bleed water.

SECTION 03 30 00 Page 21

3.9.1.1 Scratched

Use for surfaces intended to receive bonded applied cementitious applications. After the concrete has been placed, consolidated, struck off, and leveled to a Class C tolerance as defined below, the surface shall be roughened with stiff brushes of rakes before final set.

3.9.1.2 Floated

Use for exterior slabs where not otherwise specified. After the concrete has been placed, consolidated, struck off, and leveled, do not work the concrete further, until ready for floating. Whether floating with a wood, magnesium, or composite hand float, with a bladed power trowel equipped with float shoes, or with a powered disc, float shall begin when the surface has stiffened sufficiently to permit the operation. During or after the first floating, surface shall be checked with a 10 foot straightedge applied at no less than two different angles, one of which is perpendicular to the direction of strike off. High spots shall be cut down and low spots filled during this procedure to produce a surface level within [1/4] inch in 10 feet.

3.9.1.3 Concrete Containing Silica Fume

3.9.1.4 Steel Troweled

Use for dock floors intended as walking surfaces. First, provide a floated finish. The finish shall next be power troweled three times, and finally hand troweled. The first troweling after floating shall produce a smooth surface which is relatively free of defects but which may still show some trowel marks. Additional trowelings shall be done by hand after the surface has hardened sufficiently. The final troweling shall be done when a ringing sound is produced as the trowel is moved over the surface. The surface shall be thoroughly consolidated by the hand troweling operations. The finished surface shall be essentially free of trowel marks and uniform in texture and appearance. The finished surface shall produce a surface level to within 1/4 inch in 10 feet.

3.9.1.5 Nonslip Finish

Use on surfaces of exterior platforms, steps, and landings; and on exterior and interior pedestrian ramps. Apply dry shake aggregate of ceramically bonded aluminum oxide to the surface at a minimum rate of 25 pounds per 100 square feet. Blend approximately two-thirds of the aggregate with portland cement as recommended by the manufacturer and apply to the surface evenly and without segregation. After blended material has been embedded by floating, apply the remainder of the blended material to the surface at right angles to the previous application. Apply blended material heavier in any areas not sufficiently covered by the first application. Perform a second floating immediately following the first. After the selected material has been embedded by the two floatings, complete the operation with a troweled finish.

SECTION 03 30 00 Page 22

3.9.1.6 Broomed

Use on surfaces of exterior walks, platforms, dock floor, patios, and ramps, unless otherwise indicated. Perform a floated finish, then draw a broom or burlap belt across the surface to produce a coarse scored texture. Permit surface to harden sufficiently to retain the scoring or ridges. Broom transverse to traffic or at right angles to the slope of the slab.

3.9.1.7 Pavement

Screed the concrete with a template advanced with a combined longitudinal and crosswise motion. Maintain a slight surplus of concrete ahead of the template. After screeding, float the concrete longitudinally. Use a straightedge to check slope and flatness; correct and refloat as necessary.

Obtain final finish by belting. Lay belt flat on the concrete surface and advance with a sawing motion; continue until a uniform but gritty nonslip surface is obtained.

3.9.1.8 Concrete Toppings Placement

3.9.2 Flat Floor Finishes

NOT USED

3.9.2.1 Measurement of Floor Tolerances

NOT USED

3.9.2.2 Remedies for Out of Tolerance Work

NOT USED

3.9.3 Concrete Walks

Provide 4 inches thick minimum. Provide contraction joints spaced every 5 linear feet unless otherwise indicated. Cut contraction joints one inch deep with a jointing tool after the surface has been finished. Provide 0.5 inch thick transverse expansion joints at changes in direction where sidewalk abuts curb, steps, rigid pavement, or other similar structures;

space expansion joints every 50 feet maximum. Give walks a broomed finish.

Unless indicated otherwise, provide a transverse slope of 1/48. Limit variation in cross section to 1/4 inch in 5 feet.

3.9.4 Pits and Trenches

Place bottoms and walls monolithically or provide waterstops and keys.

3.9.5 Curbs and Gutters

Install curbs and gutters per contract drawings. It may be precast concrete, and shall be installed per ODOT construction Specifications.

SECTION 03 30 00 Page 23

3.9.6 Splash Blocks

Provide at outlets of downspouts emptying at grade. Splash blocks may be precast concrete, and shall be 24 inches long, 12 inches wide, and 4 inches thick, unless otherwise indicated, with smooth-finished countersunk dishes sloped to drain away from the building.

3.10 CURING AND PROTECTION

ACI 301 unless otherwise specified. Begin curing immediately following form removal.

3.10.1 Moist Curing

Remove water without erosion or damage to the structure. Prevent water run-off.

3.10.1.1 Ponding or Immersion

Continually immerse the concrete throughout the curing period. Water shall not be more than 20 degrees F less than the temperature of the concrete. For temperatures between 40 and 50 degrees F, increase the curing period by 50 percent.

3.10.1.2 Fog Spraying or Sprinkling

Apply water uniformly and continuously throughout the curing period. For temperatures between 40 and 50 degrees F, increase the curing period by 50 percent.

3.10.1.3 Pervious Sheeting

Completely cover surface and edges of the concrete with two thicknesses of wet sheeting. Overlap sheeting 6 inches over adjacent sheeting. Sheeting shall be at least as long as the width of the surface to be cured. During application, do not drag the sheeting over the finished concrete nor over sheeting already placed. Wet sheeting thoroughly and keep continuously wet throughout the curing period.

3.10.1.4 Impervious Sheeting

Wet the entire exposed surface of the concrete thoroughly with a fine spray of water and cover with impervious sheeting throughout the curing period.

Lay sheeting directly on the concrete surface and overlap edges 12 inches minimum. Provide sheeting not less than 18 inches wider than the concrete surface to be cured. Secure edges and transverse laps to form closed joints. Repair torn or damaged sheeting or provide new sheeting. Cover or wrap columns, walls, and other vertical structural elements from the top down with impervious sheeting; overlap and continuously tape sheeting joints; and introduce sufficient water to soak the entire surface prior to completely enclosing.

3.10.2 Liquid Membrane-Forming Curing Compound

Seal or cover joint openings prior to application of curing compound.

Prevent curing compound from entering the joint. Apply in accordance with the recommendations of the manufacturer…