36C78618R0311-004.pdf

Attachment 1 – Florence Repaving Project

Applicable Specifications:

SECTION 32 12 16

ASPHALT PAVING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Composition, mixing, and construction on prepared subgrade and protection of hot asphalt concrete pavement.

1.2 APPLICABLE PUBLICATIONS

A. Comply with references to extent specified in this section.

B. American Association of State Highway and Transportation Officials

(AASHTO):

1. 2016 - Standard Specifications for Transportation Materials and

Methods of Sampling and Testing, and AASHTO Provisional Standards.

2. M320-10 - Performance-Graded Asphalt Binder.

3. T283-14 - Resistance of Compacted Asphalt Mixtures to

Moisture-Induced Damage.

C. Asphalt Institute:

1. Specification SS2.

D. ASTM International (ASTM):

1. C29/C29M-16 - Bulk Density ("Unit Weight") and Voids in Aggregate.

2. C977-10 - Quicklime and Hydrated Lime for Soil Stabilization.

3. D3786/D3786M-13 - Bursting Strength of Textile Fabrics-Diaphragm

Bursting Strength Tester Method.

4. D4355/D4355M-14 - Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus.

5. D4632/D46323M-15a - Grab Breaking Load and Elongation of

Geotextiles.

6. D6390-11 - Draindown Characteristics in Uncompacted Asphalt

Mixtures.

E. National Asphalt Paving Association (NAPA):

1. PS-33 (2009) - Porous Asphalt Pavements.

1.3 PREINSTALLATION MEETINGS

A. Conduct preinstallation meeting at project site minimum approximately one week before beginning Work of this section.

1. Required Participants:

a. Contracting Officer's Representative (COR).

b. Inspection and Testing Agency.

c. Contractor.

d. Installer.

e. Manufacturer's field representative.

2. Meeting Agenda: Distribute agenda to participants minimum 3 days before meeting.

a. Installation schedule.

b. Installation sequence.

c. Preparatory work.

d. Protection before, during, and after installation.

e. Installation.

f. Terminations.

g. Transitions and connections to other work.

h. Inspecting and testing.

i. Other items affecting successful completion.

3. Document and distribute meeting minutes to participants to record decisions affecting installation.

1.4 SUBMITTALS

A. Submittal Procedures: Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B. Manufacturer's Literature and Data:

1. Concrete wheel stops.

C. Test Reports: Certify products comply with specifications.

1. Aggregate Base Course.

2. Porous Asphalt and Asphalt Base/Surface Course.

3. Job-mix formula.

D. Certificates: Certify products comply with specifications.

1. Asphalt prime and tack coat material complying with State Highway

Department requirements.

2. Asphalt cement complying with State Highway Department requirements.

3. Job-mix certification that mix equals or exceeds State Highway

Specification.

E. One copy of State Highway Department Specifications (Latest Edition).

1.5 QUALITY ASSURANCE

A. Manufacturer Qualifications:

1. Regularly manufactures specified products.

2. Manufactured specified products with satisfactory service on five similar installations for minimum five years.

B. COR to have access to all parts of material producing plants to check mixing operations and materials and adequacy of equipment.

C. Preconstruction Testing:

1. Engage independent testing laboratory to perform tests and submit reports.

2. Asphalt Base Course:

a. Test sources, gradation, liquid limit, plasticity index, percentage of wear, and other properties required by State

Highway Department.

3. Porous Asphalt and Asphalt Base/Surface Course:

a. Test aggregate source, gradation, soundness loss, percentage of wear, and other properties required by State Highway Department.

1.6 FIELD CONDITIONS

A. Environment:

1. Do not begin asphaltic concrete material placement when atmospheric temperature is below 10 degrees C (50 degrees F), nor during fog, rain, or other unsuitable conditions.

1.7 WARRANTY

A. Construction Warranty: FAR clause 52.246-21, "Warranty of

Construction."

PART 2 - PRODUCTS

2.1 ASPHALT PAVING AGGREGATES

A. Aggregates: Crushed stone, gravel, sand, or other sound, durable mineral materials processed and blended, and naturally combined.

B. Subbase Aggregate: Maximum 38 mm (1-1/2 inches).

C. Base Aggregate Maximum Size:

1. Base course over 152 mm (6 inches) thick: 38 mm (1-1/2 inches).

2. Other base courses: 19 mm (3/4 inch).

D. Aggregates for Asphaltic Concrete Paving: Mixture of sand, mineral aggregate, and liquid asphalt in proportions with percentage by weight within the following:

Sieve Sizes Percentage Passing

19 mm(3/4 inch) 100

9.5 mm(3/8 inch) 67 to 85

6.4 mm(1/4 inch) 50 to 65

2.4 mm(No. 8 mesh) 37 to 50

600 µm(No. 30 mesh) 15 to 25

75 µm(No. 200 mesh) 3 to 8

1. Plus 50/60 penetration liquid asphalt at 5 percent to 6-1/2 percent of combined dry aggregates.

2.2 PERVIOUS PAVING AGGREGATES

A. Not Used

2.3 NON-WOVEN GEOTEXTILE FABRIC

A. Not Used

2.4 ASPHALTS

A. Comply with Asphalt Institute Specification SS2:

1. Asphalt cement: Penetration grade 50/60.

2. Prime coat: Cut-back type, grade MC-250.

3. Tack coat: Uniformly emulsified, grade SS-1H.

2.5 POROUS PAVING ASPHALT MIX

A. Not Used

2.6 SEALER

A. Not Used

2.7 ANCILLARY MATERIALS

A. Not Used

PART 3 - EXECUTION

3.1 PREPARATION

A. Land Surveyor to establish and control pavement (aggregate or asphalt base course and asphalt surface course) alignments, grades, elevations, and cross sections as shown on Drawings.

3.2 MIXING ASPHALTIC CONCRETE MATERIALS

A. Provide hot plant-mixed asphaltic concrete paving materials.

1. Temperature leaving plant: 143 degrees C (290 degrees F) minimum, 160 degrees C (320 degrees F) maximum.

2. Temperature at time of placing: 138 degrees C (280 degrees F) minimum.

3.3 SUBGRADE

A. Shape to line and grade and compact with self-propelled rollers.

B. Fill depressions developed under rolling with acceptable material and re-roll area.

C. Remove soft areas, fill with acceptable materials and re-roll area.

D. If subgrade becomes rutted or displaced before the placing of subbase, rework subgrade to bring to line and grade.

E. Proof-roll subgrade with maximum 45 tonne (50 ton) gross weight dump truck as directed by COR. If pumping, pushing, or other movement is observed, rework area to provide stable and compacted subgrade.

3.4 BASE COURSES

A. Subbase:

1. Spread and compact to thickness shown on drawings.

2. Begin rolling at sides, continue toward center, and continue until there is no movement ahead of roller.

3. After completion of subbase rolling, no hauling is permitted over subbase, except top course material delivery.

B. Base:

1. Spread and compact to thickness shown on Drawings.

2. Begin rolling sides, continue toward center, and continue until there is no movement ahead of roller.

3. After completion of base rolling, no hauling is permitted over base except top course material delivery.

C. Thickness Tolerance: Compacted thicknesses shown on Drawings within minus 0.0 mm (0.0 inches) to plus 12.7 mm (0.5 inch).

D. Smoothness Tolerance: Lines and grades shown on Drawings within 5 mm in

3 m (3/16 inch in 10 feet).

E. Moisture Content: Only amount required to achieve specified compaction.

3.5 ASPHALTIC CONCRETE PAVING PLACEMENT

A. Remove all loose materials from compacted base.

B. Apply prime coat, and tack coat where required, and allow to dry according to manufacturer’s instructions as approved by Architect.

C. Receipt of Asphaltic Concrete Materials:

1. Do not accept material unless covered with tarpaulin until unloaded, and unless material is minimum 130 degrees C (280 degrees F).

2. Do not begin asphaltic concrete material placement when atmospheric temperature is below 10 degrees C (50 degrees F), nor during fog, rain, or other unsuitable conditions.

D. Spreading:

1. Spread material with minimal handling.

2. For finished paving 76 mm (3 inches) or less, spread in one layer.

E. Rolling:

1. After material has been spread to proper depth, roll until surface is hard, smooth, unyielding, and true to thickness and elevations shown on drawings.

2. Roll in minimum two directions until no roller marks are visible.

3. Finished paving smoothness tolerance:

a. No depressions which will retain standing water.

b. Maximum deviation: 3 mm in 1.8 m (1/8 inch in 6 feet).

3.6 SEAL COAT APPLICATION

A. Not Used

3.7 COLD MILLING

A. Not Used

3.8 PATCHING

A. Not Used

3.9 CLEANING

A. Remove debris, rubbish, and excess material from project site.

3.10 PROTECTION

A. Protect asphaltic concrete paved areas from traffic until sealer is set and cured and does not pick up under foot or wheeled traffic.

B. Repair damage.

- - - E N D - - -

SECTION 01 45 29

TESTING LABORATORY SERVICES

PART 1 - GENERAL

1.1 DESCRIPTION:

This section specifies materials testing activities and inspection services required during project construction to be provided by a

Testing Laboratory retained by the General Contractor.

1.2 APPLICABLE PUBLICATIONS:

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

B. American Association of State Highway and Transportation Officials

(AASHTO):

T27-11..................Standard Method of Test for Sieve Analysis of

Fine and Coarse Aggregates

T96-02 (R2006)..........Standard Method of Test for Resistance to

Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles Machine

T99-10..................Standard Method of Test for Moisture-Density

Relations of Soils Using a 2.5 Kg (5.5 lb.)

Rammer and a 305 mm (12 in.) Drop

T104-99 (R2007).........Standard Method of Test for Soundness of

Aggregate by Use of Sodium Sulfate or Magnesium

Sulfate

T180-10.................Standard Method of Test for Moisture-Density

Relations of Soils using a 4.54 kg (10 lb.)

Rammer and a 457 mm (18 in.) Drop

T191-02(R2006)..........Standard Method of Test for Density of Soil In-

Place by the Sand-Cone Method

T310-13.................Standard Method of Test for In-place Density and Moisture Content of Soil and Soil-aggregate by Nuclear Methods (Shallow Depth)

C. American Concrete Institute (ACI):

506.4R-94 (R2004).......Guide for the Evaluation of Shotcrete

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

A325-10.................Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum

Tensile Strength

A370-12.................Standard Test Methods and Definitions for

Mechanical Testing of Steel Products

A416/A416M-10...........Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete

A490-12.................Standard Specification for Heat Treated Steel

Structural Bolts, 150 ksi Minimum Tensile

Strength

C31/C31M-10.............Standard Practice for Making and Curing

Concrete Test Specimens in the Field

C33/C33M-11a............Standard Specification for Concrete Aggregates

C39/C39M-12.............Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C109/C109M-11b..........Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

C136-06.................Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

C138/C138M-10b..........Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of

Concrete

C140-12.................Standard Test Methods for Sampling and Testing

Concrete Masonry Units and Related Units

C143/C143M-10a..........Standard Test Method for Slump of Hydraulic

Cement Concrete

C172/C172M-10...........Standard Practice for Sampling Freshly Mixed

Concrete

C173/C173M-10b..........Standard Test Method for Air Content of freshly

Mixed Concrete by the Volumetric Method

C330/C330M-09...........Standard Specification for Lightweight

Aggregates for Structural Concrete

C567/C567M-11...........Standard Test Method for Density Structural

Lightweight Concrete

C780-11.................Standard Test Method for Pre-construction and

Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry

C1019-11................Standard Test Method for Sampling and Testing

Grout

C1064/C1064M-11.........Standard Test Method for Temperature of Freshly

Mixed Portland Cement Concrete

C1077-11c...............Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

C1314-11a...............Standard Test Method for Compressive Strength of Masonry Prisms

D422-63(2007)...........Standard Test Method for Particle-Size Analysis of Soils

D698-07e1...............Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort

D1140-00(2006)..........Standard Test Methods for Amount of Material in

Soils Finer than No. 200 Sieve

D1143/D1143M-07e1.......Standard Test Methods for Deep Foundations

Under Static Axial Compressive Load

D1188-07e1..............Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures

Using Coated Samples

D1556-07................Standard Test Method for Density and Unit

Weight of Soil in Place by the Sand-Cone Method

D1557-09................Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort

(56,000ft lbf/ft3 (2,700 KNm/m3))

D2166-06................Standard Test Method for Unconfined Compressive

Strength of Cohesive Soil

D2167-08)...............Standard Test Method for Density and Unit

Weight of Soil in Place by the Rubber Balloon

Method

D2216-10................Standard Test Methods for Laboratory

Determination of Water (Moisture) Content of

Soil and Rock by Mass

D2974-07a...............Standard Test Methods for Moisture, Ash, and

Organic Matter of Peat and Other Organic Soils

D3666-11................Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and

Paving Materials

D3740-11................Standard Practice for Minimum Requirements for

Agencies Engaged in Testing and/or Inspection of Soil and Rock as used in Engineering Design and Construction

D6938-10................Standard Test Method for In-Place Density and

Water Content of Soil and Soil-Aggregate by

Nuclear Methods (Shallow Depth)

E94-04(2010)............Standard Guide for Radiographic Examination

E164-08.................Standard Practice for Contact Ultrasonic

Testing of Weldments

E329-11c................Standard Specification for Agencies Engaged in

Construction Inspection, Testing, or Special

Inspection

E543-09.................Standard Specification for Agencies Performing

Non-Destructive Testing

E605-93(R2011)..........Standard Test Methods for Thickness and Density of Sprayed Fire Resistive Material (SFRM)

Applied to Structural Members

E709-08.................Standard Guide for Magnetic Particle

Examination

E1155-96(R2008).........Determining FF Floor Flatness and FL Floor

Levelness Numbers

E. American Welding Society (AWS):

D1.D1.1M-10.............Structural Welding Code-Steel

1.3 REQUIREMENTS:

A. Accreditation Requirements: Construction materials testing laboratories must be accredited by a laboratory accreditation authority and will be required to submit a copy of the Certificate of Accreditation and Scope of Accreditation. The laboratory’s scope of accreditation must include the appropriate ASTM standards (i.e.; E329, C1077, D3666, D3740, A880, E543) listed in the technical sections of the specifications.

Laboratories engaged in Hazardous Materials Testing shall meet the requirements of OSHA and EPA. The policy applies to the specific laboratory performing the actual testing, not just the “Corporate

Office.”

B. Inspection and Testing: Testing laboratory shall inspect materials and workmanship and perform tests described herein and additional tests requested by Resident Engineer. When it appears materials furnished, or work performed by Contractor fail to meet construction contract requirements, Testing Laboratory shall direct attention of Resident

Engineer to such failure.

C. Written Reports: Testing laboratory shall submit test reports to

Resident Engineer, Contractor, unless other arrangements are agreed to in writing by the Resident Engineer. Submit reports of tests that fail to meet construction contract requirements on colored paper.

D. Verbal Reports: Give verbal notification to Resident Engineer immediately of any irregularity.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 EARTHWORK:

A. General: The Testing Laboratory shall provide qualified personnel, materials, equipment, and transportation as required to perform the services identified/required herein, within the agreed to schedule and/or time frame. The work to be performed shall be as identified herein and shall include but not be limited to the following:

1. Observe fill and subgrades during proof-rolling to evaluate suitability of surface material to receive fill or base course.

Provide recommendations to the Resident Engineer regarding suitability or unsuitability of areas where proof-rolling was observed. Where unsuitable results are observed, witness excavation of unsuitable material and recommend to Resident Engineer extent of removal and replacement of unsuitable materials and observe proof-rolling of replaced areas until satisfactory results are obtained.

2. Provide full time observation of fill placement and compaction and field density testing in building areas and provide full time observation of fill placement and compaction and field density testing in pavement areas to verify that earthwork compaction obtained is in accordance with contract documents.

3. Provide supervised geotechnical technician to inspect excavation, subsurface preparation, and backfill for structural fill.

B. Testing Compaction:

1. Determine maximum density and optimum moisture content for each type of fill, backfill and subgrade material used, in compliance with

ASTM D698, Method A.

2. Make field density tests in accordance with the primary testing method following ASTM D6938 wherever possible. Field density tests utilizing ASTM D1556 shall be utilized on a case by case basis only if there are problems with the validity of the results from the primary method due to specific site field conditions. Should the testing laboratory propose these alternative methods, they should provide satisfactory explanation to the Resident Engineer before the tests are conducted.

a. Pavement Subgrade: One test for each 335 m2 (400 square yards), but in no case fewer than two tests.

3.2 FOUNDATION PILES:

A. Not Used

3.3 FOUNDATION CAISSONS:

A. Not Used

3.4 LANDSCAPING:

A. Test topsoil for organic materials, pH, phosphate, potash content, and gradation of particles.

1. Test for organic material by using ASTM D2974.

2. Determine percent of silt, sand, clay, and foreign materials such as rock, roots, and vegetation.

B. Submit laboratory test report of topsoil to Resident Engineer.

3.5 ASPHALT CONCRETE PAVING:

A. Aggregate Base Course:

1. Determine maximum density and optimum moisture content for aggregate base material in accordance with ASTM D1557, Method D

2. Make a minimum of three field density tests on each day's final compaction on each aggregate course in accordance with ASTM D1556.

3. Sample and test aggregate as necessary to insure compliance with specification requirements for gradation, wear, and soundness as specified in the applicable state highway standards and specifications.

B. Asphalt Concrete:

1. Aggregate: Sample and test aggregates in stock pile and hot-bins as necessary to insure compliance with specification requirements for gradation (AASHTO T27), wear (AASHTO T96), and soundness (AASHTO

T104).

2. Temperature: Check temperature of each load of asphalt concrete at mixing plant and at site of paving operation.

3. Density: Make a minimum of two field density tests in accordance with ASTM D1188 of asphalt base and surface course for each day's paving operation.

3.6 SITE WORK CONCRETE:

Test site work concrete including materials for concrete as required in

Article CONCRETE of this section.

3.7 POST-TENSIONING OF CONCRETE:

A. Not Used

3.8 CONCRETE:

A. Batch Plant Inspection and Materials Testing:

1. Perform continuous batch plant inspection until concrete quality is established to satisfaction of Resident Engineer with concurrence of

Contracting Officer and perform periodic inspections thereafter as determined by Resident Engineer.

2. Periodically inspect and test batch proportioning equipment for accuracy and report deficiencies to Resident Engineer.

3. Sample and test mix ingredients as necessary to insure compliance with specifications.

4. Sample and test aggregates daily and as necessary for moisture content. Test the dry rodded weight of the coarse aggregate whenever a sieve analysis is made, and when it appears there has been a change in the aggregate.

5. Certify, in duplicate, ingredients and proportions and amounts of ingredients in concrete conform to approved trial mixes. When concrete is batched or mixed off immediate building site, certify

(by signing, initialing or stamping thereon) on delivery slips

(duplicate) that ingredients in truck-load mixes conform to proportions of aggregate weight, cement factor, and water-cement ratio of approved trial mixes.

B. Field Inspection and Materials Testing:

1. Provide a technician at site of placement at all times to perform concrete sampling and testing.

2. Review the delivery tickets of the ready-mix concrete trucks arriving on-site. Notify the Contractor if the concrete cannot be placed within the specified time limits or if the type of concrete delivered is incorrect. Reject any loads that do not comply with the

Specification requirements. Rejected loads are to be removed from the site at the Contractor’s expense. Any rejected concrete that is placed will be subject to removal.

3. Take concrete samples at point of placement in accordance with ASTM

C172. Mold and cure compression test cylinders in accordance with

ASTM C31. Make at least three cylinders for each 40 m3 (50 cubic yards) or less of each concrete type, and at least three cylinders for any one day's pour for each concrete type. After good concrete quality control has been established and maintained as determined by

Resident Engineer make three cylinders for each 80 m3 (100 cubic yards) or less of each concrete type, and at least three cylinders from any one day's pour for each concrete type. Label each cylinder with an identification number. Resident Engineer may require additional cylinders to be molded and cured under job conditions.

4. Perform slump tests in accordance with ASTM C143. Test the first truck each day, and every time test cylinders are made. Test pumped concrete at the hopper and at the discharge end of the hose at the beginning of each day’s pumping operations to determine change in slump.

5. Determine the air content of concrete per ASTM C173. For concrete required to be air-entrained, test the first truck and every 20 m3

(25 cubic yards) thereafter each day. For concrete not required to be air-entrained, test every 80 m3 (100 cubic yards) at random. For pumped concrete, initially test concrete at both the hopper and the discharge end of the hose to determine change in air content.

6. If slump or air content fall outside specified limits, make another test immediately from another portion of same batch.

7. Perform unit weight tests in compliance with ASTM C138 for normal weight concrete and ASTM C567 for lightweight concrete. Test the first truck and each time cylinders are made.

8. Notify laboratory technician at batch plant of mix irregularities and request materials and proportioning check.

9. Verify that specified mixing has been accomplished.

10. Environmental Conditions: Determine the temperature per ASTM C1064 for each truckload of concrete during hot weather and cold weather concreting operations:

a. When ambient air temperature falls below 4.4 degrees C (40 degrees F), record maximum and minimum air temperatures in each

24 hour period; record air temperature inside protective enclosure; record minimum temperature of surface of hardened concrete.

b. When ambient air temperature rises above 29.4 degrees C (85 degrees F), record maximum and minimum air temperature in each 24 hour period; record minimum relative humidity; record maximum wind velocity; record maximum temperature of surface of hardened concrete.

11. Inspect the reinforcing steel placement, including bar size, bar spacing, top and bottom concrete cover, proper tie into the chairs, and grade of steel prior to concrete placement. Submit detailed report of observations.

12. Observe conveying, placement, and consolidation of concrete for conformance to specifications.

13. Observe condition of formed surfaces upon removal of formwork prior to repair of surface defects and observe repair of surface defects.

14. Observe curing procedures for conformance with specifications, record dates of concrete placement, start of preliminary curing, start of final curing, end of curing period.

15. Observe preparations for placement of concrete:

a. Inspect handling, conveying, and placing equipment, inspect vibrating and compaction equipment.

b. Inspect preparation of construction, expansion, and isolation joints.

16. Observe preparations for protection from hot weather, cold weather, sun, and rain, and preparations for curing.

17. Observe concrete mixing:

a. Monitor and record amount of water added at project site.

b. Observe minimum and maximum mixing times.

18. Measure concrete flatwork for levelness and flatness as follows:

a. Perform Floor Tolerance Measurements FF and FL in accordance with

ASTM E1155. Calculate the actual overall F- numbers using the inferior/superior area method.

b. Perform all floor tolerance measurements within 48 hours after slab installation and prior to removal of shoring and formwork.

c. Provide the Contractor and the Resident Engineer with the results of all profile tests, including a running tabulation of the overall FF and FL values for all slabs installed to date, within

72 hours after each slab installation.

19. Other inspections:

a. Grouting under base plates.

b. Grouting anchor bolts and reinforcing steel in hardened concrete.

C. Laboratory Tests of Field Samples:

1. Test compression test cylinders for strength in accordance with ASTM

C39. For each test series, test one cylinder at 7 days and one cylinder at 28 days. Use remaining cylinder as a spare tested as directed by Resident Engineer. Compile laboratory test reports as follows: Compressive strength test shall be result of one cylinder, except when one cylinder shows evidence of improper sampling, molding or testing, in which case it shall be discarded and strength of spare cylinder shall be used.

2. Make weight tests of hardened lightweight structural concrete in accordance with ASTM C567.

3. Furnish certified compression test reports (duplicate) to Resident

Engineer. In test report, indicate the following information:

a. Cylinder identification number and date cast.

b. Specific location at which test samples were taken.

c. Type of concrete, slump, and percent air.

d. Compressive strength of concrete in MPa (psi).

e. Weight of lightweight structural concrete in kg/m3 (pounds per cubic feet).

f. Weather conditions during placing.

g. Temperature of concrete in each test cylinder when test cylinder was molded.

h. Maximum and minimum ambient temperature during placing.

i. Ambient temperature when concrete sample in test cylinder was taken.

j. Date delivered to laboratory and date tested.

3.9 REINFORCEMENT:

A. Perform sampling at fabricating plant. Take two samples from each 23 t

(25 tons) or fraction thereof of each size of reinforcing steel No. 10 thru No. 57 (No. 3 thru No. 18).

B. Make one tensile and one bend test in accordance with ASTM A370 from each pair of samples obtained.

C. Written report shall include, in addition to test results, heat number, manufacturer, type and grade of steel, and bar size.

D. Perform tension tests of mechanical and welded splices in accordance with ASTM A370.

3.10 SHOTCRETE:

A. Not Used

3.11 PRESTRESSED CONCRETE:

A. Not Used

3.12 ARCHITECTURAL PRECAST CONCRETE:

A. Not Used

3.13 MASONRY:

3.14 STRUCTURAL STEEL:

3.15 STEEL DECKING:

3.16 SHEAR CONNECTOR STUDS:

3.17 SPRAYED-ON FIREPROOFING:

3.18 TYPE OF TEST:

Not Used

- - - E N D - - -

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 DESCRIPTION:

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

1.2 RELATED WORK:

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

B. Concrete roads, walks, and similar exterior site work: Section 32 05

23, CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS.

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 Resident Engineer. 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. Accompany request for approval of testing agency with a copy of Report of Latest Inspection of Laboratory

Facilities by CCRL.

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.

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.

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 // and copy of report of latest CCRL, Inspection of Laboratory. //

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

G. Shoring and Reshoring Sequence: Submit for approval a shoring and reshoring sequence for flat slab/flat plate portions, prepared by a registered Professional Engineer. As a minimum, include timing of form stripping, reshoring, number of floors to be re-shored and timing of re-shore removal to serve as an initial outline of procedures subject to modification as construction progresses. Submit revisions to sequence, whether initiated by Resident Engineer (see FORMWORK) or

Contractor.

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 and fly ash 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; Resident Engineer; 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.

1.9 MOCK-UP:

1.10 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.................Guide to Evaluation of Strength Test Results of

Concrete

301-10..................Standard Practice for Structural Concrete

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

Placing Concrete

305.1-06................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

318-11..................Building Code Requirements for Structural

Concrete and Commentary

347-04..................Guide to Formwork for Concrete

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

C. American National Standards Institute and American Hardboard

Association (ANSI/AHA):

A135.4-2004.............Basic Hardboard

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

A82/A82M-07.............Standard Specification for Steel Wire, Plain, for Concrete Reinforcement

A185/185M-07............Standard Specification for Steel Welded Wire

Reinforcement, Plain, for Concrete

A615/A615M-09...........Standard Specification for Deformed and Plain

Carbon Steel Bars for Concrete Reinforcement

A653/A653M-11...........Standard Specification for Steel Sheet, Zinc

Coated (Galvanized) or Zinc Iron Alloy Coated

(Galvannealed) by the Hot Dip Process

A706/A706M-09...........Standard Specification for Low Alloy Steel

Deformed and Plain Bars for Concrete

Reinforcement

A767/A767M-09...........Standard Specification for Zinc Coated

(Galvanized) Steel Bars for Concrete

Reinforcement

A775/A775M-07...........Standard Specification for Epoxy Coated

Reinforcing Steel Bars

A820-11.................Standard Specification for Steel Fibers for

Fiber Reinforced Concrete

A996/A996M-09...........Standard Specification for Rail Steel and Axle

Steel Deformed Bars for Concrete Reinforcement

C31/C31M-10.............Standard Practice for Making and Curing

Concrete Test Specimens in the field

C33/C33M-11A............Standard Specification for Concrete Aggregates

C39/C39M-12.............Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C94/C94M-12.............Standard Specification for Ready Mixed Concrete

C143/C143M-10...........Standard Test Method for Slump of Hydraulic

Cement Concrete

C150-11.................Standard Specification for Portland Cement

C171-07.................Standard Specification for Sheet Materials for

Curing Concrete

C172-10.................Standard Practice for Sampling Freshly Mixed

Concrete

C173-10.................Standard Test Method for Air Content of Freshly

Mixed Concrete by the Volumetric Method

C192/C192M-07...........Standard Practice for Making and Curing

Concrete Test Specimens in the Laboratory

C231-10.................Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method

C260-10.................Standard Specification for Air Entraining

Admixtures for Concrete

C309-11.................Standard Specification for Liquid Membrane

Forming Compounds for Curing Concrete

C330-09.................Standard Specification for Lightweight

Aggregates for Structural Concrete

C494/C494M-11...........Standard Specification for Chemical Admixtures for Concrete

C618-12.................Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in

Concrete

C666/C666M-03(R2008)....Standard Test Method for Resistance of Concrete to Rapid Freezing and Thawing

C881/C881M-10...........Standard Specification for Epoxy Resin Base

Bonding Systems for Concrete

C1107/1107M-11..........Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink)

C1315-11................Standard Specification for Liquid Membrane

Forming Compounds Having Special Properties for

Curing and Sealing Concrete

D6-95(R2011)............Standard Test Method for Loss on Heating of Oil and Asphaltic Compounds

D297-93(R2006)..........Standard Methods for Rubber Products Chemical

Analysis

D412—06AE2..............Standard Test Methods for Vulcanized Rubber and

Thermoplastic Elastomers - Tension

D1751-04(R2008).........Standard Specification for Preformed Expansion

Joint Filler for Concrete Paving and Structural

Construction (Non-extruding and Resilient

Bituminous Types)

D4263-83(2012)..........Standard Test Method for Indicating Moisture in

Concrete by the Plastic Sheet Method.

D4397-10................Standard Specification for Polyethylene

Sheeting for Construction, Industrial and

Agricultural Applications

E1155-96(R2008).........Standard Test Method for Determining FF Floor

Flatness and FL Floor Levelness Numbers

F1869-11................Standard Test Method for Measuring Moisture

Vapor Emission Rate of Concrete Subfloor Using

Anhydrous Calcium Chloride.

E. American Welding Society (AWS):

D1.4/D1.4M-11...........Structural Welding Code - Reinforcing Steel

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....................Construction and Industrial Plywood

PS 20...................American Softwood Lumber

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

2. Plywood: Grade B-B Exterior (concrete-form) not less than 6 mm (1/4 inch) thick.

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

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

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.

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

3. 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 municipal drinking water.

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. Microsilica: Use only with prior review and acceptance of the

Resident Engineer. Use only in conjunction with high range water reducer.

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

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

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

H. Vapor Barrier: ASTM D4397, 0.25 mm (10 mil), 0.38 mm (15 mil).

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

J. Welded Wire Fabric: ASTM A185.

K. Reinforcing Bars to be Welded: ASTM A706.

L. Galvanized Reinforcing Bars: ASTM A767.

M. Epoxy Coated Reinforcing Bars: ASTM A775.

N. Cold Drawn Steel Wire: ASTM A82.

O. Reinforcement for Concrete Fireproofing: 100 mm x 100 mm x 3.4 mm diameter (4 x 4-W1.4 x W1.4) welded wire fabric, secured in place to hold mesh 20 mm (3/4 inch) away from steel. Mesh at steel columns shall be wired to No. 10 (No. 3) vertical corner steel bars.

P. Reinforcement for Metal Pan Stair Fill: 50 mm (2 inch) wire mesh, either hexagonal mesh at .8Kg/m2 (1.5 pounds per square yard), or square mesh at .6Kg/m2 (1.17 pounds per square yard).

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

R. Expansion Joint Filler: ASTM D1751.

S. Sheet Materials for Curing Concrete: ASTM C171.

T. 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.

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

V. 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.

W. Moisture Vapor Emissions & Alkalinity Control Sealer: 100% 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% 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.

X. 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.

Y. 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 when placed at a fluid consistency shall achieve 95 percent under an

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

Z. Adhesive Binder: ASTM C881.

AA. 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 lbs. 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.

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

CC. 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.

2. Steel Fibers: ASTM A820, Type I cold drawn, high tensile steel wire for use as primary reinforcing in slab-on-grade. Minimum dosage rate

18 kg/m3 (30 lb. per cubic yard).

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

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

FF. Architectural Concrete: For areas designated as architectural concrete on the Contract Documents, use colored cements and specially selected aggregates as necessary to produce a concrete of a color and finish which exactly matches the designated sample panel.

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…