S06 550-24-103 B98 AHU Addendem 1 Specs.pdf

Replace Air Handling Units B-98 550-24-103

VA Illiana Health Care System 100% Construction Documents

1900 E. Main St. Danville, IL 61832 11-01-23

00 01 10 - Table of Contents - 1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

SECTION NO DIVISION AND SECTION TITLES DATE

DIVISION 00 - SPECIAL SECTIONS

00 01 15 List of Drawing Sheets 05-20

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-21

01 01 10 Infection Control

01 12 16 Work Schedule

01 12 17 Job Meetings

01 32 16.16 Project Schedules (Small Projects) Design/Bid/Build 11-21

01 33 23 Shop Drawings, Product Data, and Samples 11-23

01 33 24 Electronic Submittals

01 35 26 Safety Requirements 11-23

01 42 19 Reference Standards 11-20

01 45 00 Quality Control 02-21

01 57 19 Temporary Environmental Controls 01-21

01 58 16 Temporary Interior Signage 07-15

01 74 19 Construction Waste Management 04-22

01 81 13 Sustainable Construction Requirements 10-17

01 91 00 General Commissioning Requirements 04-22

DIVISION 02 – EXISTING CONDITIONS

02 41 00 Demolition 08-17

02 82 11 Traditional Asbestos Abatement 01-21

02 82 13.13 Glovebag Asbestos Abatement 01-21

02 82 13.21 Asbestos Roofing Abatement 01-21

02 82 13.31 Asbestos Transite Abatement 01-21

02 82 13.41 Asbestos Abatement for Total Demolition Project 01-21

02 83 33.13 Lead-Based Paint Removal and Disposal 01-21

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 01-21

DIVISION 04 – MASONRY

NOT USED

DIVISION 05 – METALS

DIVISION 06 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-17

06 20 00 Finish Carpentry 01-21

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 84 00 Firestopping 01-21

00 01 10 - Table of Contents - 2

DIVISION 08 - OPENINGS

DIVISION 09 – FINISHES

DIVISION 10 – SPECIALTIES

DIVISION 11 – EQUIPMENT

DIVISION 12 – FURNISHINGS

DIVISION 13 - SPECIAL CONSTRUCTION

DIVISION 14– CONVEYING EQUIPEMENT

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 13 13 Wet-Pipe Sprinkler Systems 06-15

DIVISION 22 – PLUMBING

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 11 Common Work Results for HVAC 03-23

23 05 41 Noise and Vibration Control for HVAC Piping and

Equipment

03-23

23 05 93 Testing, Adjusting, and Balancing for HVAC 03-23

23 07 11 HVAC and Boiler Plant Insulation 02-20

23 08 00 Commissioning of HVAC Systems 03-23

23 09 23 Direct-Digital Control System for HVAC 03-23

23 21 13 Hydronic Piping 03-23 23 22 13 Steam and Condensate Heating Piping 08-23 23 25 00 HVAC Water Treatment 03-23

23 31 00 HVAC Ducts and Casings 03-23

23 34 00 HVAC Fans 03-23

23 73 00 Indoor Central-Station Air-Handling Units 03-23

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 11-22

26 05 19 Low-Voltage Electrical Power Conductors and Cables 11-22

26 05 26 Grounding and Bonding for Electrical Systems 11-22

26 05 33 Raceway and Boxes for Electrical Systems 11-22

00 01 10 - Table of Contents - 3

26 08 00 Commissioning of Electrical Systems 11-22

26 24 16 Panelboards 11-22

26 27 26 Wiring Devices 11-22

26 29 11 Motor Controllers 11-22

26 29 21 Enclosed Switches and Circuit Breakers 11-22

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 09-19

27 05 26 Grounding and Bonding for Communications Systems 06-15

27 05 33 Raceways and Boxes for Communications Systems 10-18

27 10 00 Control, Communication and Signal Wiring 06-15

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and

Security

04-18

28 05 13 Conductors and Cables for Electronic Safety and

Security

10-18

28 05 26 Grounding and Bonding for Electronic Safety and

Security

09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and

Security

09-11

28 31 00 Fire Detection and Alarm 10-11

DIVISION 31 – EARTHWORK

DIVISION 32 – EXTERIOR IMPROVEMENTS

DIVISION 33 – UTILITIES

DIVISION 34 – TRANSPORTATION

DIVISION 48 – Electrical Power Generation

---END---

00 01 10 - Table of Contents - 4

---INTENTIONALLY BLANK---

Replace Air Handling Units B-98 Project #550-24-103

1900 E. Main St., Danville, IL 61832 01-21

03 30 00 - Cast-In-Place Concrete - 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 DESCRIPTION

A. This section specifies cast-in-place structural concrete and materials and mixes for other concrete.

1.2 RELATED WORK

A. Section 01 45 29, TESTING LABORATORY SERVICES: Materials testing and inspection during construction.

1.3 TESTING AGENCY FOR CONCRETE MIX DESIGN

A. Testing agency for the trial concrete mix design retained and reimbursed by the Contractor and approved by COR. For all other testing, refer to Section 01 45 29 Testing Laboratory Services.

B. Testing agency maintaining active participation in Program of Cement and Concrete Reference Laboratory (CCRL) of National Institute of

Standards and Technology.

C. Testing agency shall furnish equipment and qualified technicians to establish proportions of ingredients for concrete mixes.

1.4 TOLERANCES

A. Formwork: ACI 117, except the elevation tolerance of formed surfaces before removal of shores is +0 mm (+0 inch) and -20 mm (-3/4 inch).

B. Reinforcement Fabricating and Placing: ACI 117, except that fabrication tolerance for bar sizes Nos. 10, 13, and 16 (Nos. 3, 4, and 5)

(Tolerance Symbol 1 in Fig. 2.1(a), ACI, 117) used as column ties or stirrups is +0 mm (+0 inch) and -13 mm (-1/2 inch) where gross bar length is less than 3600 mm (12 feet), or +0 mm (+0 inch) and -20 mm (-

3/4 inch) where gross bar length is 3600 mm (12 feet) or more.

C. Cross-Sectional Dimension: ACI 117, except tolerance for thickness of slabs 12 inches or less is +20 mm (+3/4 inch) and - 6 mm (-1/4 inch).

Tolerance of thickness of beams more than 300 mm (12 inch) but less than 900 mm (3 feet) is +20 mm (+3/4 inch) and -10 mm (-3/8 inch).

D. Slab Finishes: ACI 117, Section 4.5.6, F-number method in accordance with ASTM E1155, except as follows:

1. Test entire slab surface, including those areas within 600 mm (2 feet) of construction joints and vertical elements that project through slab surface.

01-01-21

03 30 00 - 2

2. Maximum elevation change which may occur within 600 mm (2 feet) of any column or wall element is 6 mm (0.25 inches).

3. Allow sample measurement lines that are perpendicular to construction joints to extend past joint into previous placement no further than 1500 mm (5 feet).

1.5 REGULATORY REQUIREMENTS

A. ACI SP-66 – ACI Detailing Manual.

B. ACI 318 - Building Code Requirements for Reinforced Concrete.

C. ACI 301 – Standard Specifications for Structural Concrete.

1.6 SUBMITTALS

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT

DATA, and SAMPLES. All items indicated below are required submittals requiring Contracting Officer’s Representative (COR) review and approval.

B. Shop Drawings: Reinforcing steel: Complete shop drawings

C. Mill Test Reports:

1. Reinforcing Steel.

2. Cement.

D. Manufacturer's Certificates:

1. Abrasive aggregate.

2. Lightweight aggregate for structural concrete.

3. Air-entraining admixture.

4. Chemical admixtures, including chloride ion content.

5. Waterproof paper for curing concrete.

6. Liquid membrane-forming compounds for curing concrete.

7. Non-shrinking grout.

8. Liquid hardener.

9. Waterstops.

10. Expansion joint filler.

11. Adhesive binder.

E. Testing Agency for Concrete Mix Design: Approval request including qualifications of principals and technicians and evidence of active participation in program of Cement and Concrete Reference Laboratory

(CCRL) of National Institute of Standards and Technology

F. Test Report for Concrete Mix Designs: Trial mixes including water-cement ratio curves, concrete mix ingredients, and admixtures.

03 30 00 - 3

G. Test reports on splitting tensile strength (Fct) of lightweight concrete.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Conform to ACI 304. Store aggregate separately for each kind or grade, to prevent segregation of sizes and avoid inclusion of dirt and other materials.

B. Deliver cement in original sealed containers bearing name of brand and manufacturer, and marked with net weight of contents. Store in suitable watertight building in which floor is raised at least 300 mm (1 foot) above ground. Store bulk cement in separate suitable bins.

C. Deliver other packaged materials for use in concrete in original sealed containers, plainly marked with manufacturer's name and brand, and protect from damage until used.

1.8 PRE-CONCRETE CONFERENCE

A. General: At least 15 days prior to submittal of design mixes, conduct a meeting to review proposed methods of concrete construction to achieve the required results.

B. Agenda: Includes but is not limited to:

1. Submittals.

2. Coordination of work.

3. Availability of material.

4. Concrete mix design including admixtures.

5. Methods of placing, finishing, and curing.

6. Finish criteria required to obtain required flatness and levelness.

7. Timing of floor finish measurements.

8. Material inspection and testing.

C. Attendees: Include but not limited to representatives of Contractor;

subcontractors involved in supplying, conveying, placing, finishing, and curing concrete; lightweight aggregate manufacturer; admixture manufacturers; COR; Consulting Engineer; Department of Veterans Affairs retained testing laboratories for concrete testing and finish (F-number) verification.

D. Minutes of the meeting: Contractor shall take minutes and type and distribute the minutes to attendees within five days of the meeting.

03 30 00 - 4

1.9 APPLICABLE PUBLICATIONS

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Concrete Institute (ACI):

117-10..................Specifications for Tolerances for Concrete

Construction and Materials and Commentary

211.1-91(R2009).........Standard Practice for Selecting Proportions for

Normal, Heavyweight, and Mass Concrete

211.2-98(R2004).........Standard Practice for Selecting Proportions for

Structural Lightweight Concrete

214R-11(R2019)..........Guide to Evaluation of Strength Test Results of

Concrete

301-16..................Specifications for Structural Concrete

304R-00(R2009)..........Guide for Measuring, Mixing, Transporting, and

Placing Concrete

305.1-14................Specification for Hot Weather Concreting

306.1-90(R2002).........Standard Specification for Cold Weather

Concreting

308.1-11................Specification for Curing Concrete

309R-05.................Guide for Consolidation of Concrete

318/318-19..............Building Code Requirements for Structural

Concrete and Commentary

347R-14.................Guide to Formwork for Concrete

SP-66-04................ACI Detailing Manual

C. American National Standards Institute and American Hardboard

Association (ANSI/AHA):

A135.4-2012.............Basic Hardboard

D. ASTM International (ASTM):

A615/A615M-20...........Standard Specification for Deformed and Plain

Carbon Steel Bars for Concrete Reinforcement

A653/A653M-20...........Standard Specification for Steel Sheet, Zinc

Coated (Galvanized) or Zinc Iron Alloy Coated

(Galvannealed) by the Hot Dip Process

A706/A706M-16...........Standard Specification for Deformed and Plain

Low-Alloy Steel Bars for Concrete Reinforcement

03 30 00 - 5

A767/A767M-19...........Standard Specification for Zinc Coated

(Galvanized) Steel Bars for Concrete

Reinforcement

A775/A775M-19...........Standard Specification for Epoxy Coated Steel

Reinforcing Bars

A820/820M-16............Standard Specification for Steel Fibers for

Fiber Reinforced Concrete

A996/A996M-16...........Standard Specification for Rail Steel and Axle

Steel Deformed Bars for Concrete Reinforcement

A1064/A1064M-18a........Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and

Deformed, for Concrete

C31/C31M-19a............Standard Practice for Making and Curing

Concrete Test Specimens in the field

C33/C33M-18.............Standard Specification for Concrete Aggregates

C39/C39M-20.............Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C94/C94M-19a............Standard Specification for Ready Mixed Concrete

C143/C143M-20...........Standard Test Method for Slump of Hydraulic

Cement Concrete

C150C150M-20............Standard Specification for Portland Cement

C171-16.................Standard Specification for Sheet Materials for

Curing Concrete

C172C172M-17............Standard Practice for Sampling Freshly Mixed

Concrete

C173/C173M-16...........Standard Test Method for Air Content of Freshly

Mixed Concrete by the Volumetric Method

C192/C192M-19...........Standard Practice for Making and Curing

Concrete Test Specimens in the Laboratory

C231/C231M-17a..........Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method

C260/C260M-10a(2016)....Standard Specification for Air Entraining

Admixtures for Concrete

C309-19.................Standard Specification for Liquid Membrane

Forming Compounds for Curing Concrete

C330/C330M-17a..........Standard Specification for Lightweight

Aggregates for Structural Concrete

03 30 00 - 6

C494/C494M-19...........Standard Specification for Chemical Admixtures for Concrete

C618-19.................Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete

C666/C666M-15...........Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing

C881/C881M-20...........Standard Specification for Epoxy Resin Base

Bonding Systems for Concrete

C1107/1107M-20..........Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink)

C1315-19................Standard Specification for Liquid Membrane

Forming Compounds Having Special Properties for

Curing and Sealing Concrete

D6/D6M-95(2018).........Standard Test Method for Loss on Heating of Oil and Asphaltic Compounds

D297-15(2019)...........Standard Test Methods for Rubber Products

Chemical Analysis

D412—16.................Standard Test Methods for Vulcanized Rubber and

Thermoplastic Elastomers - Tension

D1751-18................Standard Specification for Preformed Expansion

Joint Filler for Concrete Paving and Structural

Construction (Non-extruding and Resilient

Bituminous Types)

D4263-83(2018)..........Standard Test Method for Indicating Moisture in

Concrete by the Plastic Sheet Method.

E1155-20................Standard Test Method for Determining FF Floor

Flatness and FL Floor Levelness Numbers

F1249-20................Standard Test Method for Water Vapor

Transmission Rate Through Plastic Film and

Sheeting Using a Modulated Infrared Sensor

F1869-16a...............Standard Test Method for Measuring Moisture

Vapor Emission Rate of Concrete Subfloor Using

Anhydrous Calcium Chloride.

E. American Welding Society (AWS):

03 30 00 - 7

D1.4/D1.4M-18...........Structural Welding Code – Steel Reinforcing

Bars

F. Concrete Reinforcing Steel Institute (CRSI):

Handbook 2008

G. National Cooperative Highway Research Program (NCHRP):

Report On...............Concrete Sealers for the Protection of Bridge

Structures

H. U. S. Department of Commerce Product Standard (PS):

PS 1-07.................Structural Plywood

PS 20-20................American Softwood Lumber Standard

I. U. S. Army Corps of Engineers Handbook for Concrete and Cement:

CRD C513................Rubber Waterstops

CRD C572................Polyvinyl Chloride Waterstops

PART 2 – PRODUCTS

2.1 FORMS

A. Wood: PS 20 free from loose knots and suitable to facilitate finishing concrete surface specified; tongue and grooved.

B. Plywood: PS-1 Exterior Grade B-B (concrete-form) 16 mm (5/8 inch), or

20 mm (3/4 inch) thick for unlined contact form. B-B High Density

Concrete Form Overlay optional.

C. Metal for Concrete Rib-Type Construction: Steel (removal type) of suitable weight and form to provide required rigidity.

D. Permanent Steel Form for Concrete Slabs: Corrugated, ASTM A653, Grade

E, and Galvanized, ASTM A653, G90. Provide venting where insulating concrete fill is used.

E. Corrugated Fiberboard Void Boxes: Double faced, completely impregnated with paraffin and laminated with moisture resistant adhesive, size as shown. Design forms to support not less than 48 KPa (1000 psf) and not lose more than 15 percent of their original strength after being completely submerged in water for 24 hours and then air dried.

F. Form Lining:

1. 1. Hardboard: ANSI/AHA A135.4, Class 2 with one (S1S) smooth side)

2. 2. Plywood: Grade B-B Exterior (concrete-form) not less than 6 mm

(1/4 inch) thick.

3. 3. Plastic, fiberglass, or elastomeric capable of reproducing the desired pattern or texture.

G. Concrete products shall comply with following standards for biobased materials:

03 30 00 - 8

Material Type Percent by Weight

Concrete Penetrating Liquid 79 percent biobased material

Concrete form Release Agent 87 percent biobased material

Concrete Sealer 11 percent biobased material

The minimum-content standards are based on the weight (not the volume) of the material.

H. Form Ties: Develop a minimum working strength of 13.35 kN (3000 pounds) when fully assembled. Ties shall be adjustable in length to permit tightening of forms and not have any lugs, cones, washers to act as spreader within form, nor leave a hole larger than 20 mm (3/4 inch) diameter, or a depression in exposed concrete surface, or leave metal closer than 40 mm (1 1/2 inches) to concrete surface. Wire ties not permitted. Cutting ties back from concrete face not permitted.

2.2 MATERIALS

A. Portland Cement: ASTM C150 Type I or II.

B. Fly Ash: ASTM C618, Class C or F including supplementary optional requirements relating to reactive aggregates and alkalies, and loss on ignition (LOI) not to exceed 5 percent. Do not exceed more than 25 percent total cementitious content by weight.

C. Coarse Aggregate: ASTM C33.

1. Size 67 or Size 467 may be used for footings and walls over 300 mm

(12 inches) thick.

2. Coarse aggregate for interior slabs on grade shall conform to the following:

a. Dense or well graded aggregate.

1) Percent retained on each sieve below the top size and above the No. 100 sieve:

a) 8 to 18 percent for 1-1/2 inches (38 mm)top size.

b) 8 to 22 percent for 3/4 or 1 inch (19 or 25 mm) top size.

2) The above requirements may be deviated from based on locally available material.

a) One or two non-adjacent sieves sizes may fall outside of the limits set above.

b) Percent retained on two adjacent sieves sizes shall not be less than 5 percent of the above required.

03 30 00 - 9

c) Percent retained on three adjacent sieve sizes shall not be less than 8 percent of the above required.

d) When the percent retained on each of two adjacent sieve sizes is less than 8 percent the total percent retained on either of these sieves and the adjacent outside sieve should be at least 13 percent (for example, if both the No.

4 and No. 8 (4.75 and 2.36 mm)sieves have 6 percent retained on each item then: 1. the total retained on the

3/8 inch and No. 4 (9.5 and 4.75 mm) sieves should be at least 13 percent, and 2. the total retained on the No. 8 and No. 16 (2.36 and 1.18 mm) sieves should be at least 13 percent.

3. Coarse aggregate for applied topping, encasement of steel columns, and metal pan stair fill shall be Size 7.

4. Maximum size of coarse aggregates not more than one-fifth of narrowest dimension between sides of forms, one-third of depth of slabs, nor three-fourth of minimum clear spacing between reinforcing bars.

D. Lightweight Aggregates for Structural Concrete: ASTM C330, Table 1.

Maximum size of aggregate not larger than one-fifth of narrowest dimension between forms, nor three-fourth of minimum clear distance between reinforcing bars. Contractor to furnish certified report to verify that aggregate is sound and durable, and has a durability factor of not less than 80 based on 300 cycles of freezing and thawing when tested in accordance with ASTM C666.

E. Fine Aggregate: ASTM C33. Fine aggregate for applied concrete floor topping shall pass a 4.75 mm (No. 4) sieve, 10 percent maximum shall pass a 150 µm (No. 100) sieve.

F. Mixing Water: Fresh, clean, and potable.

G. Admixtures:

1. Water Reducing Admixture: ASTM C494, Type A and not contain more chloride ions than are present in municipal drinking water.

2. Water Reducing, Retarding Admixture: ASTM C494, Type D and not contain more chloride ions than are present in municipal drinking water.

3. High-Range Water-Reducing Admixture (Superplasticizer): ASTM C494, Type F or G, and not contain more chloride ions than are present in

03 30 00 - 10 municipal drinking water. Use of superplasticizer requires COR approval.

4. Non-Corrosive, Non-Chloride Accelerator: ASTM C494, Type C or E, and not contain more chloride ions than are present in municipal drinking water. Admixture manufacturer must have long-term non-corrosive test data from an independent testing laboratory of at least one year duration using an acceptable accelerated corrosion test method such as that using electrical potential measures.

5. Air Entraining Admixture: ASTM C260.

6. Calcium Nitrite corrosion inhibitor: ASTM C494 Type C.

7. Prohibited Admixtures: Calcium chloride, thiocyanate or admixtures containing more than 0.05 percent chloride ions are not permitted.

8. Certification: Written conformance to the requirements above and the chloride ion content of the admixture prior to mix design review.

H. Reinforcing Steel: ASTM A615, or ASTM A996, deformed, grade as shown.

I. Welded Wire Fabric: ASTM A185.

J. Reinforcing Bars to be Welded: ASTM A706.

K. Galvanized Reinforcing Bars: ASTM A767.

L. Epoxy Coated Reinforcing Bars: ASTM A775.

M. Cold Drawn Steel Wire: ASTM A1064.

N.

O. Supports, Spacers, and Chairs: Types which will hold reinforcement in position shown in accordance with requirements of ACI 318 except as specified.

P. Expansion Joint Filler: ASTM D1751.

Q. Sheet Materials for Curing Concrete: ASTM C171.

R. Liquid Membrane-forming Compounds for Curing Concrete: ASTM C309, Type

I, with fugitive dye, and shall meet the requirements of ASTM

C1315.Compound shall be compatible with scheduled surface treatment, such as paint and resilient tile, and shall not discolor concrete surface.

S. Abrasive Aggregate: Aluminum oxide grains or emery grits.

03 30 00 - 11

T. Liquid Hardener and Dustproofer: Fluosilicate solution of magnesium fluosilicate or zinc fluosilicate. Magnesium and zinc may be used separately or in combination as recommended by manufacturer. Use only on exposed slab. Do not use where floor is covered with resilient flooring, paint or other finish coating.

U. Moisture Vapor Emissions & Alkalinity Control Sealer: 100 percent active colorless aqueous siliconate solution concrete surface.

1. ASTM C1315 Type 1 Class A, and ASTM C309 Type 1 Class A, penetrating product to have no less than 34 percent solid content, leaving no sheen, volatile organic compound (VOC) content rating as required to suite regulatory requirements. The product shall have at least a five (5) year documented history in controlling moisture vapor emission from damaging floor covering, compatible with all finish materials.

2. MVE 15-Year Warranty:

a. When a floor covering is installed on a below grade, on grade, or above grade concrete slab treated with Moisture Vapor Emissions &

Alkalinity Control Sealer according to manufacturer’s instruction, sealer manufacturer shall warrant the floor covering system against failure due to moisture vapor migration or moisture-born contaminates for a period of fifteen (15) years from the date of original installation. The warranty shall cover all labor and materials needed to replace all floor covering that fails due to moisture vapor emission & moisture born contaminates.

V. Penetrating Sealer: For use on parking garage ramps and decks. High penetration silane sealer providing minimum 95 percent screening per

National Cooperative Highway Research Program (NCHRP) No. 244 standards for chloride ion penetration resistance. Requires moist (non-membrane) curing of slab.

W. Non-Shrink Grout:

1. ASTM C1107, pre-mixed, produce a compressive strength of at least 18

MPa at three days and 35 MPa (5000 psi) at 28 days. Furnish test data from an independent laboratory indicating that the grout when placed at a fluid consistency shall achieve 95 percent bearing under a 1200 mm x 1200 mm (4 foot by 4 foot) base plate.

2. Where high fluidity or increased placing time is required, furnish test data from an independent laboratory indicating that the grout

03 30 00 - 12 when placed at a fluid consistency shall achieve 95 percent under an

450 mm x 900 mm (18 inch by 36 inch) base plate.

X. Adhesive Binder: ASTM C881.

Y. Waterstops:

1. Polyvinyl Chloride Waterstop: CRD C572.

2. Rubber Waterstops: CRD C513.

3. Bentonite Waterstop: Flexible strip of bentonite 25 mm x 20 mm (1 inch by 3/4 inch), weighing 8.7 kg/m (5.85 pounds per foot) composed of Butyl Rubber Hydrocarbon (ASTM D297), Bentonite (SS-S-210-A) and

Volatile Matter (ASTM D6).

4. Non-Metallic Hydrophilic: Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water shall conform to ASTM D412 as follows: Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness shall be

50 minimum on the type A durameter and the volumetric expansion ratio in in 70 deg water shall be 3 to 1 minimum.

Z. Porous Backfill: Crushed stone or gravel graded from 25 mm to 20 mm (1 inch to 3/4 inch).

AA. Fibers:

1. Synthetic Fibers: Monofilament or fibrillated polypropylene fibers for secondary reinforcing of concrete members. Use appropriate length and 0.9 kg/m3 (1.5 lb. per cubic yard). Product shall have a

UL rating.

BB. Epoxy Joint Filler: Two component, 100 percent solids compound, with a minimum shore D hardness of 50.

CC. Bonding Admixture: Non-rewettable, polymer modified, bonding compound.

2.3 CONCRETE MIXES

A. Mix Designs: Proportioned in accordance with Section 5.3, "Proportioning on the Basis of Field Experience and/or Trial Mixtures" of ACI 318.

1. If trial mixes are used, make a set of at least 6 cylinders in accordance with ASTM C192 for test purposes from each trial mix;

test three for compressive strength at 7 days and three at 28 days.

2. Submit a report of results of each test series, include a detailed listing of the proportions of trial mix or mixes, including cement, fly ash, admixtures, weight of fine and coarse aggregate per m3

03 30 00 - 13

(cubic yard) measured dry rodded and damp loose, specific gravity, fineness modulus, percentage of moisture, air content, water-cement -fly ash ratio, and consistency of each cylinder in terms of slump. include dry unit weight of lightweight structural concrete.

3. Prepare a curve showing relationship between water-cement -fly ash ratio at 7-day and 28-day compressive strengths. Plot each curve using at least three specimens.

4. If the field experience method is used, submit complete standard deviation analysis.

B. Fly Ash Testing: Submit certificate verifying conformance with ASTM 618 initially with mix design and for each truck load of fly ash delivered from source. Submit test results performed within 6 months of submittal date. Notify the COR immediately when change in source is anticipated.

1. Testing Laboratory used for fly ash certification/testing shall participate in the Cement and Concrete Reference Laboratory (CCRL) program. Submit most recent CCRL inspection report.

C. After approval of mixes no substitution in material or change in proportions of approval mixes may be made without additional tests and approval of the COR or as specified. Making and testing of preliminary test cylinders may be carried on pending approval of cement and fly ash , providing Contractor and manufacturer certify that ingredients used in making test cylinders are the same. The COR may allow

Contractor to proceed with depositing concrete for certain portions of work, pending final approval of cement and fly ash and approval of design mix.

D. Cement Factor: Maintain minimum cement factors in Table I regardless of compressive strength developed above minimums. Use Fly Ash as an admixture with maximum of 25 percent replacement by weight in all structural work. Increase this replacement to 40 percent for mass concrete, and reduce it to 10 percent for drilled piers and caissons.

Fly ash shall not be used in high-early mix design.

TABLE I - CEMENT AND WATER FACTORS FOR CONCRETE

Concrete Strength Non-Air-

Entrained

Air-Entrained

Min. 28 Day

Comp. Str.

MPa (psi)

Min. Cement kg/m3 (lbs/c.

yd)

Max. Water

Cement Ratio

Min. Cement kg/m3

(lbs/c. yd)

Max. Water

Cement

Ratio

35 (5000)1,3 375 (630) 0.45 385 (650) 0.40

03 30 00 - 14

30 (4000)1,3 325 (550) 0.55 340 (570) 0.50

25 (3000)1,3 280 (470) 0.65 290 (490) 0.55

25 (3000)1,2 300 (500) See 4 below 310 (520) See 4 below

1. If trial mixes are used, the proposed mix design shall achieve a compressive strength 8.3 MPa (1200 psi) in excess of f'c. For concrete strengths above 35 Mpa (5000 psi), the proposed mix design shall achieve a compressive strength 9.7 MPa (1400 psi) in excess of f’c.

2. Lightweight Structural Concrete. Pump mixes may require higher cement values.

3. For concrete exposed to high sulfate content soils maximum water cement ratio is 0.44.

4. Determined by Laboratory in accordance with ACI 211.1 for normal weight concrete or ACI 211.2 for lightweight structural concrete.

E. Maximum Slump: Maximum slump, as determined by ASTM C143 with tolerances as established by ASTM C94, for concrete to be vibrated shall be as shown in Table II.

TABLE II - MAXIMUM SLUMP, MM (INCHES)

Type of Construction Normal Weight

Concrete

Slabs, Beams, Reinforced Walls, and

Building Columns

100 mm (4 inches)

F. Slump may be increased by the use of the approved high-range water-reducing admixture (superplasticizer). Tolerances as established by

ASTM C94. Concrete containing the high-range-water-reducing admixture may have a maximum slump of 225 mm (9 inches). The concrete shall arrive at the job site at a slump of 50 mm to 75 mm (2 inches to 3 inches), and 75 mm to 100 mm (3 inches to 4 inches) for lightweight concrete. This should be verified, and then the high-range-water-reducing admixture added to increase the slump to the approved level.

G. Air-Entrainment: Air-entrainment of normal weight concrete shall conform with Table III. Air-entrainment of lightweight structural concrete shall conform with Table IV. Determine air content by either

ASTM C173 or ASTM C231.

03 30 00 - 15

TABLE III - TOTAL AIR CONTENT

FOR VARIOUS SIZES OF COARSE AGGREGATES (NORMAL CONCRETE)

Nominal Maximum Size of

Total Air Content

Coarse Aggregate, mm (Inches)

Percentage by Volume

10 mm (3/8 in).6 to 10 13 mm (1/2 in).5 to 9

20 mm (3/4 in).4 to 8 25 mm (1 in).3-1/2 to 6-1/2

40 mm (1 1/2 in).3 to 6

H. High early strength concrete, made with Type III cement or Type I cement plus non-corrosive accelerator, shall have a 7-day compressive strength equal to specified minimum 28-day compressive strength for concrete type specified made with standard Portland cement.

I. Concrete slabs placed at air temperatures below 10 degrees C (50 degrees

Fahrenheit) use non-corrosive, non-chloride accelerator. Concrete required to be air entrained use approved air entraining admixture.

Pumped concrete, synthetic fiber concrete, architectural concrete, concrete required to be watertight, and concrete with a water/cement ratio below 0.50 use high-range water-reducing admixture

(superplasticizer).

J. Durability: Use air entrainment for exterior exposed concrete subjected to freezing and thawing and other concrete shown or specified. For air content requirements see Table III or Table IV.

K. Enforcing Strength Requirements: Test as specified in Section 01 45 29, TESTING LABORATORY SERVICES, during the progress of the work. Seven-day tests may be used as indicators of 28-day strength. Average of any three 28-day consecutive strength tests of laboratory-cured specimens representing each type of concrete shall be equal to or greater than specified strength. No single test shall be more than 3.5 MPa (500 psi) below specified strength. Interpret field test results in accordance with ACI 214. Should strengths shown by test specimens fall below required values, the COR may require any one or any combination of the following corrective actions, at no additional cost to the Government:

1. Require changes in mix proportions by selecting one of the other appropriate trial mixes or changing proportions, including cement content, of approved trial mix.

2. Require additional curing and protection.

3. If five consecutive tests fall below 95 percent of minimum values given in Table I or if test results are so low as to raise a

03 30 00 - 16 question as to the safety of the structure, the COR may direct

Contractor to take cores from portions of the structure. Use results from cores tested by the Contractor retained testing agency to analyze structure.

4. If strength of core drilled specimens falls below 85 percent of minimum value given in Table I, the COR may order load tests, made by Contractor retained testing agency, on portions of building so affected. Load tests in accordance with ACI 318 and criteria of acceptability of concrete under test as given therein.

5. Concrete work, judged inadequate by structural analysis, by results of load test, or for any reason, shall be reinforced with additional construction or replaced, if directed by the COR.

2.4 BATCHING AND MIXING

A. General: Concrete shall be "Ready-Mixed" and comply with ACI 318 and

ASTM C94, except as specified. Batch mixing at the site is permitted.

Mixing process and equipment must be approved by the COR. With each batch of concrete, furnish certified delivery tickets listing information in Paragraph 16.1 and 16.2 of ASTM C94. Maximum delivery temperature of concrete is 38 degrees C (100 degrees Fahrenheit).

Minimum delivery temperature as follows:

Atmospheric Temperature Minimum Concrete Temperature

-1. degrees to 4.4 degrees C

(30 degrees to 40 degrees F)

15.6 degrees C (60 degrees F.)

-17 degrees C to -1.1 degrees C

(0 degrees to 30 degrees F.)

21 degrees C (70 degrees F.)

1. Services of aggregate manufacturer's representative shall be furnished during the design of trial mixes and as requested by the

COR for consultation during batching, mixing, and placing operations of lightweight structural concrete. Services will be required until field controls indicate that concrete of required quality is being furnished. Representative shall be thoroughly familiar with the structural lightweight aggregate, adjustment and control of mixes to produce concrete of required quality. Representative shall assist and advise the COR.

03 30 00 - 17

PART 3 – EXECUTION

3.1 FORMWORK

A. General: Design in accordance with ACI 347 is the responsibility of the Contractor. The Contractor shall retain a registered Professional

Engineer to design the formwork, shores, and reshores.

1. Form boards and plywood forms may be reused for contact surfaces of exposed concrete only if thoroughly cleaned, patched, and repaired and the COR approves their reuse.

2. Provide forms for concrete footings unless the COR determines forms are not necessary.

3. Corrugated fiberboard forms: Place forms on a smooth firm bed, set tight, with no buckled cartons to prevent horizontal displacement, and in a dry condition when concrete is placed.

B. Treating and Wetting: Treat or wet contact forms as follows:

1. Coat plywood and board forms with non-staining form sealer. In hot weather, cool forms by wetting with cool water just before concrete is placed.

2. Clean and coat removable metal forms with light form oil before reinforcement is placed. In hot weather, cool metal forms by thoroughly wetting with water just before placing concrete.

3. Use sealer on reused plywood forms as specified for new material.

C. Unlined Forms: Use plywood forms to obtain a smooth finish for concrete surfaces. Tightly butt edges of sheets to prevent leakage. Back up all vertical joints solidly and nail edges of adjacent sheets to same stud with 6d box nails spaced not over 150 mm (6 inches) apart.

D. Lined Forms: May be used in lieu of unlined plywood forms. Back up form lining solidly with square edge board lumber securely nailed to studs with all edges in close contact to prevent bulging of lining. No joints in lining and backing may coincide. Nail abutted edges of sheets to same backing board. Nail lining at not over 200 mm (8 inches) on center along edges and with at least one nail to each square foot of surface area; nails to be 3d blued shingle or similar nails with thin flatheads.

E. Architectural Liner: Attach liner as recommended by the manufacturer with tight joints to prevent leakage.

F. Inserts, Sleeves, and Similar Items: Flashing reglets, steel strips, masonry ties, anchors, wood blocks, nailing strips, grounds, inserts, wire hangers, sleeves, drains, guard angles, forms for floor hinge

03 30 00 - 18 boxes, inserts or bond blocks for elevator guide rails and supports, and other items specified as furnished under this and other sections of specifications and required to be in their final position at time concrete is placed shall be properly located, accurately positioned, and built into construction, and maintained securely in place.

1. Locate inserts or hanger wires for furred and suspended ceilings only in bottom of concrete joists, or similar concrete member of overhead concrete joist construction.

2. Install sleeves, inserts and similar items for mechanical services in accordance with drawings prepared specially for mechanical services. Contractor is responsible for accuracy and completeness of drawings and shall coordinate requirements for mechanical services and equipment.

3. Do not install sleeves in beams, joists or columns except where shown or permitted by the COR. Install sleeves in beams, joists, or columns that are not shown, but are permitted by the COR, and require no structural changes, at no additional cost to the

Government.

4. Minimum clear distance of embedded items such as conduit and pipe is at least three times diameter of conduit or pipe, except at stub-ups and other similar locations.

5. Provide recesses and blockouts in floor slabs for door closers and other hardware as necessary in accordance with manufacturer's instructions.

G. Construction Tolerances:

1. Set and maintain concrete formwork to assure erection of completed work within tolerances specified and to accommodate installation of other rough and finish materials. Accomplish remedial work necessary for correcting excessive tolerances. Erected work that exceeds specified tolerance limits shall be remedied or removed and replaced, at no additional cost to the Government.

2. Permissible surface irregularities for various classes of materials are defined as "finishes" in specification sections covering individual materials. They are to be distinguished from tolerances specified which are applicable to surface irregularities of structural elements.

03 30 00 - 19

3.2 PLACING REINFORCEMENT

A. General: Details of concrete reinforcement in accordance with ACI 318 unless otherwise shown.

B. Placing: Place reinforcement conforming to CRSI DA4, unless otherwise shown.

1. Place reinforcing bars accurately and tie securely at intersections and splices with 1.6 mm (16 gauge) black annealed wire. Use epoxy-coated tie wire with epoxy-coated reinforcing. Secure reinforcing bars against displacement during the placing of concrete by spacers, chairs, or other similar supports. Portions of supports, spacers, and chairs in contact with formwork shall be made of plastic in areas that will be exposed when building is occupied. Type, number, and spacing of supports conform to ACI 318. Where concrete slabs are placed on ground, use concrete blocks or other non-corrodible material of proper height, for support of reinforcement. Use of brick or stone supports will not be permitted.

2. Lap welded wire fabric at least one space plus 2 inches in structural slabs.

C. Spacing: Minimum clear distances between parallel bars, except in columns and multiple layers of bars in beams shall be equal to nominal diameter of bars. Minimum clear spacing is 25 mm (1 inch) or 1-1/3 times maximum size of coarse aggregate.

D. Splicing: Splices of reinforcement made only as required or shown or specified. Accomplish splicing as follows:

1. Lap splices: Do not use lap splices for bars larger than Number 36

(Number 11). Minimum lengths of lap as shown.

2. Welded splices: Splicing by butt-welding of reinforcement permitted providing the weld develops in tension at least 125 percent of the yield strength (fy) for the bars. Welding conform to the requirements of AWS D1.4. Welded reinforcing steel conform to the chemical analysis requirements of AWS D1.4.

a. Submit test reports indicating the chemical analysis to establish weldability of reinforcing steel.

b. Submit a field quality control procedure to insure proper inspection, materials and welding procedure for welded splices.

c. Department of Veterans Affairs retained testing agency shall test a minimum of three splices, for compliance, locations selected by the COR.

03 30 00 - 20

3. Mechanical Splices: Develop in tension and compression at least 125 percent of the yield strength (fy) of the bars. Stresses of transition splices between two reinforcing bar sizes based on area of smaller bar. Provide mechanical splices at locations indicated.

Use approved exothermic, tapered threaded coupling, or swaged and threaded sleeve. Exposed threads and swaging in the field not permitted.

a. Initial qualification: In the presence of the COR, make three test mechanical splices of each bar size proposed to be spliced.

Department of Veterans Affairs retained testing laboratory will perform load test.

b. During installation: Furnish, at no additional cost to the

Government, one companion (sister) splice for every 50 splices for load testing. Department of Veterans Affairs retained testing laboratory will perform the load test.

E. Bending: Bend bars cold, unless otherwise approved. Do not field bend bars partially embedded in concrete, except when approved by the COR.

F. Cleaning: Metal reinforcement, at time concrete is placed, shall be free from loose flaky rust, mud, oil, or similar coatings that will reduce bond.

G. Future Bonding: Protect exposed reinforcement bars intended for bonding with future work by wrapping with felt and coating felt with a bituminous compound unless otherwise shown.

3.

3.5 CONSTRUCTION JOINTS

A. Unless otherwise shown, location of construction joints to limit individual placement shall not exceed 24,000 mm (80 feet) in any horizontal direction, except slabs on grade which shall have construction joints shown. Allow 48 hours to elapse between pouring adjacent sections unless this requirement is waived by the COR.

B. Locate construction joints in suspended floors near the quarter-point of spans for slabs, beams or girders, unless a beam intersects a girder at center, in which case joint in girder shall be offset a distance equal to twice width of beam. Provide keys and inclined dowels as shown. Provide longitudinal keys as shown.

C. Place concrete for columns slowly and in one operation between joints.

Install joints in concrete columns at underside of deepest beam or girder framing into column.

03 30 00 - 21

D. Allow 2 hours to elapse after column is cast before concrete of supported beam, girder or slab is placed. Place girders, beams, grade beams, column capitals, brackets, and haunches at the same time as slab unless otherwise shown.

E. Install polyvinyl chloride or rubber water seals, as shown in accordance with manufacturer's instructions, to form continuous watertight seal.

3.6 EXPANSION JOINTS AND CONTRACTION JOINTS

A. Clean expansion joint surfaces before installing premolded filler and placing adjacent concrete.

B. Install polyvinyl chloride or rubber water seals, as shown in accordance with manufacturer's instructions, to form continuous watertight seal.

C. Provide contraction (control) joints in floor slabs as indicated on the contract drawings. Joints shall be either formed or saw cut, to the indicated depth after the surface has been finished. Complete saw joints within 4 to 12 hours after concrete placement. Protect joints from intrusion of foreign matter.

1.10 3.7 PLACING CONCRETE

A. Preparation:

1. Remove hardened concrete, wood chips, shavings and other debris from forms.

2. Remove hardened concrete and foreign materials from interior surfaces of mixing and conveying equipment.

3. Have forms and reinforcement inspected and approved by the COR before depositing concrete.

4. Provide runways for wheeling equipment to convey concrete to point of deposit. Keep equipment on runways which are not supported by or bear on reinforcement. Provide similar runways for protection of vapor barrier on coarse fill.

B. Bonding: Before depositing new concrete on or against concrete which has been set, thoroughly roughen and clean existing surfaces of laitance, foreign matter, and loose particles.

1. Preparing surface for applied topping:

a. Remove laitance, mortar, oil, grease, paint, or other foreign material by sand blasting. Clean with vacuum type equipment to remove sand and other loose material.

03 30 00 - 22

b. Broom clean and keep base slab wet for at least four hours before topping is applied.

c. Use a thin coat of one part Portland cement, 1.5 parts fine sand, bonding admixture; and water at a 50: 50 ratio and mix to achieve the consistency of thick paint. Apply to a damp base slab by scrubbing with a stiff fiber brush. New concrete shall be placed while the bonding grout is still tacky.

C. Conveying Concrete: Convey concrete from mixer to final place of deposit by a method which will prevent segregation. Method of conveying concrete is subject to approval of the COR.

D. Placing: For special requirements see Paragraphs, HOT WEATHER and COLD

WEATHER.

1. Do not place concrete when weather conditions prevent proper placement and consolidation, or when concrete has attained its initial set, or has contained its water or cement content more than

1 1/2 hours.

2. Deposit concrete in forms as near as practicable in its final position. Prevent splashing of forms or reinforcement with concrete in advance of placing concrete.

3. Do not drop concrete freely more than 3000 mm (10 feet) for concrete containing the high-range water-reducing admixture

(superplasticizer) or 1500 mm (5 feet) for conventional concrete.

Where greater drops are required, use a tremie or flexible spout

(canvas elephant trunk), attached to a suitable hopper.

4. Discharge contents of tremies or flexible spouts in horizontal layers not exceeding 500 mm (20 inches) in thickness, and space tremies such as to provide a minimum of lateral movement of concrete.

5. Continuously place concrete until an entire unit between construction joints is placed. Rate and method of placing concrete shall be such that no concrete between construction joints will be deposited upon or against partly set concrete, after its initial set has taken place, or after 45 minutes of elapsed time during concrete placement.

E. Consolidation: Conform to ACI 309. Immediately after depositing, spade concrete next to forms, work around reinforcement and into angles of forms, tamp lightly by hand, and compact with mechanical vibrator applied directly into concrete at approximately 450 mm (18 inch)

03 30 00 - 23 intervals. Mechanical vibrator shall be power driven, hand operated type with minimum frequency of 5000 cycles per minute having an intensity sufficient to cause flow or settlement of concrete into place. Vibrate concrete to produce thorough compaction, complete embedment of reinforcement and concrete of uniform and maximum density without segregation of mix. Do not transport concrete in forms by vibration.

1. Use of form vibration shall be approved only when concrete sections are too thin or too inaccessible for use of internal vibration.

2. Carry on vibration continuously with placing of concrete. Do not insert vibrator into concrete that has begun to set.

3.8 HOT WEATHER

A. Follow the recommendations of ACI 305 or as specified to prevent problems in the manufacturing, placing, and curing of concrete that can adversely affect the properties and serviceability of the hardened concrete. Methods proposed for cooling materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by the COR.

3.9 COLD WEATHER

A. Follow the recommendations of ACI 306 or as specified to prevent freezing of concrete and to permit concrete to gain strength properly.

Use only the specified non-corrosive, non-chloride accelerator. Do not use calcium chloride, thiocyantes or admixtures containing more than

0.05 percent chloride ions. Methods proposed for heating materials and arrangements for protecting concrete shall be made in advance of concrete placement and approved by the COR.

3.10 PROTECTION AND CURING

A. Conform to ACI 308: Initial curing shall immediately follow the finishing operation. Protect exposed surfaces of concrete from premature drying, wash by rain and running water, wind, mechanical injury, and excessively hot or cold temperatures. Keep concrete not covered with membrane or other curing material continuously wet for at least 7 days after placing, except wet curing period for high-early-strength concrete shall be not less than 3 days. Keep wood forms continuously wet to prevent moisture loss until forms are removed.

Cure exposed concrete surfaces as described below. Other curing methods may be used if approved by the COR.

03 30 00 - 24

1. Liquid curing and sealing compounds: Apply by power-driven spray or roller in accordance with the manufacturer’s instructions. Apply immediately after finishing. Maximum coverage 10m2/L (400 square feet per gallon) on steel troweled surfaces and 7.5m2/L (300 square feet per gallon) on floated or broomed surfaces for the curing/sealing compound.

2. Plastic sheets: Apply as soon as concrete has hardened sufficiently to prevent surface damage. Utilize widest practical width sheet and overlap adjacent sheets 50 mm (2 inches). Tightly seal joints with tape.

3. Paper: Utilize widest practical width paper and overlap adjacent sheets 50 mm (2 inches). Tightly seal joints with sand, wood planks, pressure-sensitive tape, mastic or glue.

3.11 REMOVAL OF FORMS

A. Remove in a manner to assure complete safety of structure after…