A06_40612308_Final_Jenny-Lake-Boating_DIV-2-49-SPECS.pdf

GRTE – 240436 DIV 2

DIVISION 2

EXISTING CONDITIONS

GRTE – 240436

02 41 16 - 1

STRUCTURE DEMOLITION

SECTION 02 41 16 - STRUCTURE DEMOLITION

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and Division 01 Specification Sections apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Demolition and removal of existing water and sewer facilities including, but not limited to, yard hydrants, septic tanks, pump station, electrical components, valves, curb stops, cleanouts, pipe, and other items noted on the drawings.

2. Abandoning in-place, and or removing below-grade construction.

3. Disconnecting, capping or sealing, and abandoning in-place, and/or removing site utilities.

4. Abandoning the existing Jenny Lake Boating water service connection at the main near the Exum area.

5. Salvaging items for reuse by the Government.

B. Related Sections:

1. Section 01 11 00 - Summary of Work

2. Section 01 32 33 - Photographic Documentation: Preconstruction videos taken before new construction or demolition activities.

3. Section 01 74 19 - Construction Waste Management and Disposal: Administrative and procedural requirements for salvaging nonhazardous demolition and construction waste, recycling nonhazardous demolition and construction waste, and disposing of nonhazardous demolition and construction waste.

4. Section 32 91 19.13 – Topsoil Placement and Grading.

5. Division 33 - Utilities: Shutting off, disconnecting, removing, and sealing/capping all pipe utilities.

1.3 DEFINITIONS

A. See PART 1.3 - Definitions, Section 01 74 19 – Construction Waste Management.

B. Remove: Detach item or facility from existing construction and legally dispose of outside the

Park.

C. Demolish: Break up, remove or backfill in place as indicated.

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D. Remove and Salvage: Carefully detach from existing construction, in a manner to prevent damage, and deliver to Owner. Include all fasteners or brackets needed for reattachment elsewhere.

1.4 MATERIALS OWNERSHIP

A. Unless otherwise indicated, demolition waste becomes property of Contractor.

1.5 INFORMATIONAL SUBMITTALS

A. Proposed Protection Measures: Submit informational report, including Drawings, that indicates the measures proposed for protecting individuals and property, the environment, and mitigation of dust and noise. Indicate proposed locations and construction of barriers.

1. Adjacent Facilities: Detail special measures proposed to protect adjacent facilities to remain including means of egress from those facilities.

B. Schedule of Demolition Activities: Indicate the following:

1. Detailed sequence of demolition Work, with starting and ending dates for each activity.

2. Disconnecting, shutting off, capping and/or re-routing of utility services connected to the demolition Work.

3. Proposed methods of hazardous and universal waste removal and disposal.

4. Temporary interruption of utility services.

C. Pre-demolition Video: Show existing conditions of adjoining construction and site improvements, including finished surfaces that might be misconstrued as damage caused by demolition operations. Comply with Section 01 32 33 "Photographic Documentation."

D. Landfill Records: Indicate receipt and acceptance of hazardous wastes by a landfill facility licensed to accept hazardous wastes. Comply with requirements of Section 01 74 19 -

Construction Waste Management and Disposal.

1.6 QUALITY ASSURANCE

A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning demolition. Comply with hauling and disposal regulations of authorities having jurisdiction (AHJ).

B. Standards: Comply with ANSI/ASSE A10.6 and NFPA 241.

C. Pre-demolition Conference: Conduct conference at Project site.

1. Inspect and discuss condition of construction to be demolished.

2. Review structural load limitations of existing structures.

3. Review and finalize demolition schedule and verify availability of demolition personnel, equipment, and facilities needed to make progress and avoid delays.

4. Review dewatering requirements, if any.

5. Review and finalize protection requirements.

6. Review procedures for noise and dust control.

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7. Review procedures for protection of adjacent facilities.

8. Review procedures for hazardous and universal waste removal.

9. Verify pre-demolition videos have been received by the CO.

10. Review items to be salvaged by the Government prior to demolition.

1.7 PROJECT CONDITIONS

A. Buildings or structures to be demolished shall be vacated and their use discontinued before start of the Work.

B. Facilities immediately adjacent to demolition area will be occupied. Conduct demolition so operations of occupied facilities will not be disrupted.

1. Provide not less than 72 hours’ notice of activities that will affect operations of adjacent occupied facilities.

2. Maintain access to existing walkways, exits, and other facilities used by occupants of adjacent facilities.

a. Do not close or obstruct walkways, exits, or other facilities used by occupants of adjacent facilities without written permission from authorities having jurisdiction.

C. The Government assumes no responsibility for buildings and structures to be demolished.

1. Conditions existing at time of inspection for bidding purpose will be maintained by the

Government as far as practical.

2. Before demolition of the lift station, Government personnel will remove the following items:

a. Effluent Pumps

b. Water Meter

D. On-site storage or sale of removed equipment or materials is not permitted.

1.8 COORDINATION

A. Arrange demolition schedule so as not to interfere with Government operations.

B. Arrange with utility owners the locating, relocating, disconnection, and/or abandonment of utilities.

PART 2 - PRODUCTS (Not Used)

2.1 SOIL MATERIALS

A. Satisfactory Soils: Backfill existing structures with Type S1 - Select Fill in accordance with

Section 31 05 13 - Soils for Earthwork.

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PART 3 - EXECUTION

3.1 EXAMINATION

A. In order to maintain continuous water and sewer supply during construction, demolition of all structures shall only occur after the new systems are complete, tested and accepted by the CO.

B. Review Project Record Documents of existing and new construction provided by the

Government. The Government does not guarantee that existing conditions are same as those indicated in Project Record Documents.

C. Inventory and record the condition of items to be removed and salvaged according to section 01

74 19 – Construction Waste Management. Provide photographs, or video of conditions that might be misconstrued as damage caused by salvage operations according to Section 01 32 33

"Photographic Documentation."

D. Perform an engineering survey of condition of building or structure to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during demolition operations.

E. Verify with the CO that hazardous materials have been identified and there is an approved remediation plan before proceeding with demolition operations.

3.2 PREPARATION

A. Existing Utilities: Locate, identify, disconnect, and seal or cap off indicated utilities serving buildings and structures to be demolished.

1. Prior to demolition Work, locate buried utilities in accordance with Section 01 73 40 –

Execution.

2. For utilities serving facilities scheduled for demolition, coordinate with the utility companies and AHJ’s the location where the utility should be disconnected and the proper procedures for disconnecting and final abandonment.

3. If removal, relocation, or abandonment of utility services will affect adjacent buildings or water facilities, provide temporary utilities that bypass buildings and structures to be demolished and that maintain continuity of service to remaining facilities.

4. Abandoned conduits shall be cut off a minimum of 24 inches below grade. Cap, valve, or install mechanical plug and seal remaining portion of pipe or conduit after bypassing according to requirements of AHJ’s.

5. Plug pipes to be abandoned in-place with a 12-inch-thick concrete plug. Do not use concrete plugs to seal pipes that will remain pressurized.

6. Verify that utilities have been properly disconnected and capped prior to starting demolition of any facility. Do not start demolition Work until utility disconnecting and sealing has been completed and verified in writing.

B. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve stability and prevent unexpected movement or collapse of construction being demolished.

1. Strengthen or add new supports when required during progress of demolition.

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C. Salvaged Items: Comply with the following:

1. Allow Government 72 hours’ following notification of demolition to remove items from the building or structure. See paragraph 1.7C above for Government salvaged items.

3.3 PROTECTION

A. Existing Facilities: Protect adjacent walkways, loading docks, building entries, and other building facilities during demolition operations. Maintain exits to adjacent buildings.

B. Existing Utilities: Maintain utility services to remain and protect from damage during demolition operations.

1. Do not interrupt existing utilities serving adjacent occupied or operating facilities unless authorized in writing by the CO and/or AHJ.

2. Provide temporary services during interruptions to existing utilities that are acceptable to the CO and/or AHJ’s.

a. Provide at least 72 hours' notice to CO and occupants of affected buildings if shutdown of service is required during a changeover.

C. Temporary Protection: Erect temporary protection, such as walks, fences and railings where required by authorities having jurisdiction and as indicated. Comply with requirements in

Section 01 50 00 "Temporary Facilities and Controls." Erect temporary protection in order to:

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

2. Erect a plainly visible fence around drip line of individual trees or around perimeter drip line of groups of trees to remain.

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

4. Provide protection to ensure safe passage of people around building demolition area and to and from occupied portions of adjacent buildings and structures.

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

D. Remove temporary barriers and protections where hazards no longer exist. Where open excavations or other hazardous conditions remain, leave temporary barriers and protections in place.

3.4 GENERAL

A. Debris originating from demolition shall not be disposed of at the Kelly Pit.

B. Demolition Work shall be completed in accordance with applicable O.S.H.A. Standards and authorities having jurisdiction.

C. General: Demolish indicated buildings and structures completely. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Prior to structure demolition, remove liquids and hazardous materials that pose environmental risks.

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2. Do not use cutting torches until work area is cleared of flammable materials. Maintain portable fire-suppression devices during flame-cutting operations.

3. Maintain fire watch during and for at least 4 hours after flame cutting operations.

4. Maintain adequate ventilation when using cutting torches.

5. Locate demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

6. Unless indicated otherwise, all demo materials originating from demolition shall be lawfully hauled and disposed of outside the Park.

7. Separate recyclables and dispose of according to Section 01 74 19 “Construction Waste

Management.”

D. Engineering Surveys: During demolition, perform surveys to detect hazards that may result from building demolition activities.

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

1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without permission from the CO and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic when required.

2. Use water mist and other suitable methods to limit spread of dust and dirt. Comply with governing environmental-protection regulations. Do not use water when it may damage adjacent construction or create hazardous or objectionable conditions, such as ice, flooding, and pollution.

F. Large Structures: Proceed with demolition of structural framing members systematically, from higher to lower level.

1. Complete building demolition operations above each floor or tier before disturbing supporting members on the next lower level.

2. Remove debris from elevated portions of the building by chute, hoist, or other device that will convey debris to grade level in a controlled descent.

a. Remove structural framing members and lower to ground by method suitable to minimize ground impact and dust generation.

G. Existing Utilities: Disconnect existing utilities and below-grade utility structures indicated in the plans.

1. Piping: Disconnect piping at unions, flanges, valves, or fittings.

2. All yard hydrant, blow offs, and drains shall be cut and capped a minimum 18” below grade.

3. Wiring Ducts: Disassemble into unit lengths and remove plug-in and disconnecting devices.

H. Explosives: Use of explosives is not permitted.

3.5 DEMOLITION OF WATER AND SEWER FACILITIES

A. Utility Vaults and Manholes: Demolish or remove utility vaults as indicated in the plans and according to the following definitions and requirements:

1. Definitions:

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a. “Demolish Water Vault or Sewer Pump Station” shall constitute removal of mechanical equipment and recyclables, plugging of open-ended pipes, removal of the upper portion of the structure to at least 24 inches below grade, and backfilling the structure with native material to finished grade.

b. “Remove Water Vault or Sewer Pump Station” shall constitute removal and disposal of the entire structure including piping and equipment and backfilling with native material to finished grade.

2. Requirements:

a. Contractor shall remove and dispose of outside the Park concrete tanks and vaults lids.

b. All metals shall be removed for recycle.

c. Place 12-inch concrete plugs in each abandoned open-ended pipe.

d. For vaults called to be demolished and buried in place, cut or break a minimum12-inch diameter hole through the structure floor to promote free drainage.

e. Crushed concrete, less than 12 inches in size, can be mixed with onsite soils and used as backfill within remaining structures. Placement of demolished concrete within 24 inches of finished grade is not permitted.

B. Septic Tanks: Demolish and Remove the existing buried septic tank and according to the following requirements:

1. Notify the Contracting Officer 15 days in advance of demolition Work.

2. Pump all remaining sewage from existing septic tanks and remove from the Park.

3. Remove of existing septic tank from the Park.

4. Backfill the tanks with available onsite soils.

C. Existing cleanouts and curbstops shall be removed from site after installation of the new facilities. Facilities shall be completely removed if encountered in the excavation of the new facilities. If not encounter, cleanouts and curbstops shall be removed to a depth of 18” below the ground surface

D. The existing water service connection on the 6-inch main to the Jenny Lake Boating facility shall be abandoned at the 6-inch main near the Exum Complex by closing the existing corporation stop on the service saddle and installing a plug in the corporation stop.

3.6 BACKFILL

A. Backfill holes with soils generated onsite and compact in accordance with Section 31 23 23 –

Fill.

3.7 SITE RESTORATION

A. Below-Grade Areas: Completely fill below-grade areas and voids resulting from building demolition operations with satisfactory soil materials.

B. Site Grading: Uniformly rough grade area of demolished construction to a smooth surface, free from irregular surface changes. Provide a smooth transition between adjacent existing grades and new grades. Comply with Section 32 91 19.13 – Topsoil Placement and Grading.

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C. Install and grade topsoil in accordance with Section 32 91 19.13 – Topsoil Placement and

Grading.

3.8 REPAIRS

A. Promptly repair damage to adjacent buildings caused by demolition operations.

3.9 DISPOSAL OF DEMOLISHED MATERIALS

A. Remove demolition waste materials from Project site and legally dispose of them in a landfill acceptable to authorities having jurisdiction. See Section 01 74 19 "Construction Waste

Management and Disposal" for recycling and disposal of demolition waste.

1. Do not allow demolished materials to accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

B. Burning of materials within the Park is not allowed.

3.10 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by building demolition operations. Return adjacent areas to the condition existing before building demolition operations began.

1. Contractor shall clean roadways of debris caused by debris transport.

END OF SECTION 02 41 16

GRTE – 240436 DIV 3

DIVISION 3

CONCRETE

GRTE –240436 03 30 00 - 1

CAST-IN-PLACE CONCRETE

SECTION 03 30 00 - CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes Cast-in-place concrete including, concrete materials, mixture design, placement procedures, and finishes, for the following:

1. Concrete Thrust Blocks

B. Related Sections:

1. Section 01 33 23 – Submittal Procedures

2. Section 33 14 00 – Water Utility Distribution Equipment

1.3 REFERENCES

A. American Concrete Institute:

1. ACI 117 – Standard Tolerances for Concrete Construction and Materials

2. ACI 211.1 – Selecting Proportions for Normal, Heavyweight, and Mass Concrete

3. ACI 214 – Recommended Practice for Evaluation of Strength Test Results of Concrete

4. ACI 301 - Specifications for Structural Concrete for Buildings

5. ACI 302.1R – Guide for Concrete Floor and Slab Construction

6. ACI 304 – Recommended Practice for Measuring, Mixing, Transporting, and Placing

Concrete.

7. ACI 305 - Hot Weather Concreting.

8. ACI 306.1 - Standard Specification for Cold Weather Concreting.

9. ACI 308.1 - Standard Specification for Curing Concrete.

10. ACI 309 – Guide for Consolidation of Concrete

11. ACI 315 – Details and Detailing of Concrete Reinforcement

12. ACI 318 - Building Code Requirements for Structural Concrete.

13. ACI 347 – Guide to Formwork for Concrete

14. ACI 350 – Code Requirements for Environmental Engineering Concrete Structures

15. ACI SP-66 – American Concrete Institute Detailing Manual

B. ASTM International:

1. ASTM A615/A615M – Standard Specification for Deformed and Plain Carbon-Steel

Bars for Concrete Reinforcement.

2. ASTM A1064/A1064M – Standard Specification for Carbon-Steel Wire and Welded

Wire Reinforcement, Plain and Deformed, for Concrete.

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3. ASTM C31/C31M - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

4. ASTM C33 - Standard Specification for Concrete Aggregates.

5. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens.

6. ASTM C42/C42M - Standard Test Method for Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete.

7. ASTM C94/C94M - Standard Specification for Ready-Mixed Concrete.

8. ASTM C127 – Standard Test Method for Specific Gravity and Absorption of Course

Aggregate.

9. ASTM C128 – Standard Test Method for Specific Gravity and Absorption of Fine

Aggregate.

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

11. ASTM C150 - Standard Specification for Portland Cement.

12. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.

13. ASTM C173/C173M - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

14. ASTM C192 – Standard Practice for Making and Curing Concrete Test Specimens in the

Laboratory.

15. ASTM C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method.

16. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

17. ASTM C330 - Standard Specification for Lightweight Aggregates for Structural

Concrete.

18. ASTM C494/C494M - Standard Specification for Chemical Admixtures for Concrete.

19. ASTM C595 - Standard Specification for Blended Hydraulic Cements.

20. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use as a Mineral Admixture in Concrete.

21. ASTM C685/C685M - Standard Specification for Concrete Made By Volumetric

Batching and Continuous Mixing.

22. ASTM C845 - Standard Specification for Expansive Hydraulic Cement.

23. ASTM C989 - Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars.

24. ASTM C1017/C1017M - Standard Specification for Chemical Admixtures for Use in

Producing Flowing Concrete.

25. ASTM C1064/C1064M - Standard Test Method for Temperature of Freshly Mixed

Hydraulic-Cement Concrete.

26. ASTM C1240 - Standard Specification for Silica Fume Used in Cementitious Mixtures.

27. ASTM C1260 – Test Method for Potential Alkali Reactivity of Aggregates.

28. ASTM C1567 – Test Method for Determining the Potential Alkali-Silica Reactivity of

Combinations of Cementitious Materials and Aggregate.

29. ASTM D395 – Test Methods for Rubber Property – Compression set.

30. ASTM D412 – Test Methods for Vulcanized Rubber and Thermoplastic Rubbers and

Thermoplastic Elastomer – Tension.

31. ASTM D624 – Test Methods for Vulcanized Rubber and Thermoplastic Rubbers and

Thermoplastic Elastomer.

32. ASTM D746 – Test Method for Brittleness Temperature of Plastics by Impact.

33. ASTM D792 – Test Method for Specific Gravity (Gravity Density) and Density of

Plastics by Displacement.

34. ASTM D994 - Standard Specification for Preformed Expansion Joint Filler for Concrete

(Bituminous Type).

GRTE –240436 03 30 00 - 3

35. ASTM D1190 – Concrete Joint Sealer, Hot-Poured Elastic Type.

36. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete

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

37. ASTM D1752 - Standard Specification for Preformed Sponge Rubber and Cork

Expansion Joint Fillers for Concrete Paving and Structural Construction.

38. ASTM D6690 - Standard Specification for Joint and Crack Sealants, Hot Applied, for

Concrete and Asphalt Pavements.

39. ASTM E1643 - Standard Practice for Installation of Water Vapor Retarders Used in

Contact with Earth or Granular Fill under Concrete Slabs.

40. ASTM E1745 - Standard Specification for Plastic Water Vapor Retarders Used in

Contact with Soil or Granular Fill under Concrete Slabs.

41. CRSI – Concrete Reinforcing Steel Institute – Manual of Standard Practice.

42. CRSI – Placing Reinforcing Bars, 8th edition.

1.4 DEFINITIONS

A. Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash and other pozzolans, ground granulated blast-furnace slag, and silica fume; subject to compliance with requirements.

1.5 PERFORMANCE TOLERANCES

A. Cast in Place concrete shall conform to ACI 307R and ACI 347, as modified herein. In case of conflict, ACI 347 governs.

1.6 SUBMITTALS

A. Section 01 33 23 – Submittal Procedures.

B. Concrete Design Mixtures: For each concrete mixture. Submit alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

1. Submit Concrete mix design for each strength of concrete specified. Submit separate mix designs when admixtures are required for Hot and cold weather concrete work and air entrained concrete work.

2. Submit Concrete mixture proportions and characteristics of proposed mix design along with test data identifying compression strength at 7 day and 28 day testing.

3. Mix design to include proposed admixtures to provide workability; prevention of rapid drying; and improved finishing capabilities’ for the contractor to achieve acceptable placement, finishing and consolidation; with concrete mix requirements of Low Water

Cement Ratio and low slump.

4. Mix design and admixtures must have the minimum strength and properties required.

5. Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding.

6. Concrete Mix Design & Laboratory Test reports to include:

GRTE –240436 03 30 00 - 4

a. Slump Range on which the design is based.

b. Total gallons of water per cubic yard.

c. Brand, type, composition and quantity of fly ash (if used)

d. Specific gravity and gradation of each aggregate.

e. Ratio of fine to total aggregates.

f. Surface-dry weight of each aggregate per cubic yard.

g. Brand, type, ASTM designation, and active chemical ingredients and quantity of each admixture.

h. Air content and tolerance.

i. Water/Cementitious material ratio and tolerance.

j. Compressive strength based on 7 day and 28 day compression tests in accordance with ASTM C39.

k. Submit supplier certified fly ash test reports for each shipment delivered to concrete supplier.

l. Signed by contractor and concrete supplier.

C. Concrete Mix Test Results:

1. Submit ASTM C1260 or ASTM C1567 test results for aggregates used; & ASTM C618 test results if fly ash is to be used.

2. Test results to be submitted for approval a minimum of 30 days prior to intended concrete placement.

a. In the event the mix design and/or test results are not acceptable and additional

ASTM testing is required, additional time will be needed for the contractor to get an approved mix design and the appropriate test results obtained.

3. ASTM C1260 (Test for Potential Alkali Reactivity of Aggregates) Laboratory Test

Results.

4. ASTM C1567 – (Test for Determining the Potential Alkali Silica Reactivity of

Combinations of Cementitious Materials and Aggregate) laboratory test results if reactivity mitigation is required by ASTM C1260 test results.

5. ASTM C618 – Fly Ash Test Results, as indicated in the section below.

D. Concrete Mix Admixtures:

1. If Fly Ash is used in the Concrete Mix design, it must conform to ASTM C618 and meet all the requirements. ASTM C618 test results must be submitted for review. *Fly Ash used must be in compliance with ASTM C618-97, and the “Supplementary Optional

Chemical Requirement” must be provided.

a. Fly Ash sources used must be approved per ASTM C618-97 and/or per the

WYDOT Materials Testing Manual – “Approved Fly Ash Sources for Mitigation”.

Fly Ash not included on that list; or not meeting Table 1A of ASTM C618-97, will not be allowed.

E. Concrete Mix Product Data:

1. Provide product data on all admixtures and components of the mix design.

a. Hot and cold weather concrete work.

b. Air entrained concrete work.

2. Identify mix ingredients and proportions, including admixtures.

3. Indicate amounts of mixing water to be withheld for later addition at Project site.

GRTE –240436 03 30 00 - 5

F. Concrete Delivery:

1. The Concrete Delivery Plan shall include alternatives for delivery and placement procedures, in the event of unforeseen mechanical malfunctions or other delays.

2. Backup supply sources and placement equipment should be available for use within 30 minutes in the event of primary supply or equipment breakdown.

3. The Delivery Plan shall also include a plan to keep concrete in acceptable condition during delivery time. Timing of successive delivery trucks, and course of action if one truck is delayed on delivery or delayed on placement, shall be provided along with the effects on additional deliveries.

4. The Contractor must coordinate with the concrete mix provider to develop a plan of action if the concrete mix arrives on site and is out of specification for air content; slump;

or water cement ratio, or if the concrete mix is not of consistency to permit workability and placement without segregation or excessive bleeding.

a. If the concrete mix is out of specification and the specification requirements cannot be achieved on site; the concrete will be rejected and not allowed to be placed.

1.7 INFORMATIONAL SUBMITTALS

A. Material Test Reports: For the following, from a qualified testing agency, indicating compliance with requirements:

1. Aggregates. Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity.

B. Field quality-control reports.

1.8 QUALITY ASSURANCE

A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete

Production Facilities."

B. Testing Agency Qualifications: A agency, qualified according to ASTM C 1077 and

ASTM E 329 for testing indicated.

1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing

Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.

2. Personnel performing laboratory tests shall be ACI-certified Concrete Strength Testing

Technician and Concrete Laboratory Testing Technician - Grade I.

C. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from single source, and obtain admixtures from single source from single manufacturer.

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D. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.

E. The Contractor will employ a testing laboratory to perform tests and to submit test reports.

F. Sampling and testing for quality control during placement of concrete shall be as indicated in

Section 3 of this specification, and as directed by the Contracting Officer. Sampling Fresh

Concrete: ASTM C172, except modified for slump to comply with ASTM C97.

G. Acquire cement and aggregate from same source for all Work.

1.9 DELIVERY, STORAGE, AND HANDLING

A. Cement and Fly Ash: Store in moisture proof enclosures, do not use if caked or lumpy.

B. Aggregate: Store to prevent segregation and inclusion of foreign materials, do not use the bottom 6 inch of piles in contact with the ground.

C. Rubber and Plastic Materials: Store in a cool place off the ground and protected from moisture, dirt, oil, other contaminants, and do not expose to direct sunlight.

D. Protect all materials from damage during handling and installation in accordance with the manufacturer’s instructions.

E. Prepare a delivery ticker for each load of ready-mixed concrete. Truck operator shall hand the ticket to the Contractor at time of delivery and the ticket to show:

1. Quantity delivered

2. Actual quantity of each material in batch

3. Outdoor temperature in the shade

4. Time at which cement was added

5. Numerical sequence of the delivery

6. Quantity of water that can be added in the field based on the approved mix design

a. The Contractor must verify the quantity of water that can be added in the field after calculating the water cement ratio from the batch plant; and the water cement ratio with the addition of said quantity of water – before any water is added in the field.

b. The Contractor must be able to determine the water cement ratio of the mix from the quantities shown on the ticket, and the water cement ratio will be determined and verified for each truck prior to placement.

7. Free moisture in fine and coarse aggregate in percent by weight.

8. Temperature of batch.

PART 2 - PRODUCTS

2.1 CONCRETE MATERIALS

A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project:

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1. Portland Cement: ASTM C 150, Type II. Where aggregates are alkali reactive, a low-alkali cement having a maximum alkali content of 0.60% Na2O equivalent shall be used.

a. Fly Ash: ASTM C 618, Class F or C, except loss on ignition not more than 5%, &

Available Alkalies (as Na2O) less than max % allowed.

1) Fly Ash used in the mix design or for mitigation must be in compliance with

ASTM C618-97 with “Supplementary Optional Chemical Requirements” provided, and the Available Alkalies as equivalent as Na2O% must be below the maximum % indicated in ASTM C618-98, or the Fly Ash will be rejected.

B. Silica Fume: ASTM C 1240, amorphous silica.

C. Fine Aggregate: Clean, natural sand, ASTM C33; no manufactured or artificial sand. Free of materials with deleterious reactivity to alkali in cement.

D. Coarse Aggregate: Crushed rock, natural gravel, or other inert granular material graded, ASTM

C33 except clay and shale particles no more than 1%. Free of all materials deleteriously reactive with alkalies in the cement in an amount to cause excessive expansion of concrete. Provide aggregates from a single source.

1. Maximum Coarse-Aggregate Size: 3/4 inch nominal.

E. All Coarse and Fine Aggregates shall be tested for Alkali-Silica Reactivity (ASR) according to

ASTM C1260 tests. Aggregate sources which exhibit ASTM C1260 mean mortar expansion greater than 0.10% at 14-days shall be considered potentially reactive and shall require mitigation. Mitigative additives may be approved fly ash, lithium nitrates, or other additives in any combination. The proposed mix design with Mitigative additions shall be tested according to ASTM C1567.

F. Water: ASTM C 94/C 94M, potable.

1. Water to be Clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances that may be deleterious to concrete or steel.

2.2 ADMIXTURES

A. Air-Entraining Admixture: ASTM C 260.

B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.

2. Retarding Admixture: ASTM C 494/C 494M, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.

4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.

5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G.

6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

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C. Admixtures including Accelerators – High range water reducer; Retarders; and Plasticizers shall all be included in the concrete mix design for review and approval.

D. All admixtures must be accepted in writing by the Contracting Officer.

2.3 CURING MATERIALS

A. Cure concrete surfaces to requirements of Specification Section 03 37 00 – Concrete Curing.

B. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete.

C. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd when dry.

D. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

E. Water: Potable.

F. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, nondissipating, certified by curing compound manufacturer to not interfere with bonding of floor covering.

G. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

H. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

I. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301.

1. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.

J. Cementitious Materials: Use fly ash, pozzolan, and silica fume as acceptable for the concrete mix design requirements. Limit percentage, by weight, of cementitious materials other than portland cement in concrete as follows:

1. Fly Ash: 25 percent.

2. Combined Fly Ash and Pozzolan: 25 percent.

3. Silica Fume: 10 percent.

4. Combined Fly Ash, Pozzolans, and Silica Fume: 35 percent with fly ash or pozzolans not exceeding 25 percent and silica fume not exceeding 10 percent.

K. Limit water-soluble, chloride-ion content in hardened concrete to 0.06 percent by weight of cement.

L. Admixtures: Use admixtures according to manufacturer's written instructions.

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1. Use water-reducing, high-range water-reducing, or plasticizing admixture in concrete, as required, for placement and workability.

2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.

3. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial slabs and parking structure slabs, concrete required to be watertight, and concrete with a water-cementitious materials ratio below 0.50.

2.4 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to

ASTM C 94/C 94M and furnish batch ticket information.

1. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to

ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.

2. For mixer capacity larger than 1 cu. yd, increase mixing time by 15 seconds for each additional 1 cu. yd.

3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixture time, quantity, and amount of water added. Record approximate location of final deposit in structure.

2.5 SOURCE QUALITY CONTROL

A. Test the proposed concrete mix for each size and gradation of aggregates and each consistency intended for use in the project.

B. Aggregates: Sample and test according to ASTM C33. Determine bulk specific gravity in accordance with ASTM C127 & ASTM C128.

PART 3 - EXECUTION

3.1 TRANSPORTING MIXED CONCRETE

A. Transporting of mixed concrete shall conform to ACI 304R – Guide for Measuring, Mixing, Transporting and Placing concrete; & ASTM C94 – Standard Specification for Ready-Mixed

Concrete.

B. Do not exceed manufacturer’s guaranteed capacity of truck agitators. Maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling.

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C. Do not incorporate additional mixing water into the concrete during hauling or after arrival at the delivery point, unless ordered by the Contractor & approved by the Contracting Officer. If additional water is approved to be incorporated into the concrete, revolve the drum not less than

30 revolutions at mixing speed after the water is added and before placing the concrete.

D. Furnish a water measuring device in good working condition, mounted on each transit mix truck, for measuring the water added to the mix on the site, if approved by the Contractor and

Contracting Officer.

E. Provide delivery ticket and comply with delivery requirements.

3.2 CONCRETE PLACEMENT

A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded items is complete and that required inspections have been performed.

B. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Contracting Officer.

C. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301, and subject to the approval of the Contracting Officer.

1. Do not add water to concrete after adding high-range water-reducing admixtures to mixture.

D. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints if approved by the Contracting Officer. Deposit concrete to avoid segregation.

1. Deposit concrete in horizontal layers of depth to not exceed formwork design pressures and in a manner to avoid inclined construction joints.

2. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301.

3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.

E. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.

1. When average high and low temperature is expected to fall below 40 deg F (4.4 deg C) for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301.

2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.

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3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.

4. Minimum concrete temperature at time of mixing:

a. When the Outdoor Temperature is below 30 degrees Fahrenheit: Concrete

Temperature at mixing to be: 70 degrees Fahrenheit.

b. When the Outdoor Temperature is between 30 degrees and 45 degrees Fahrenheit:

Concrete Temperature at mixing to be: 60 degrees Fahrenheit.

5. Do not place heated concrete that is warmer than 80 degrees Fahrenheit.

6. If freezing temperatures are expected during curing, maintain the concrete temperature at or above 50 degrees Fahrenheit for 5 days or 70 degrees Fahrenheit for 3 days with forms in place.

7. Do not allow concrete to cool suddenly

8. Do not water cure during cold weather. Use membrane curing compound, if approved by the Contracting Officer.

F. Hot-Weather Placement: Comply with ACI 305 and as follows:

1. Maintain concrete temperature below 90 deg F (32 deg C) at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.

2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.

3. Do not allow concrete temperature to exceed 70 degrees Fahrenheit at placement.

4. Prevent plastic shrinkage cracking due to rapid evaporation of moisture.

5. Do not place concrete when the actual or anticipated evaporation rate equals or exceeds

0.2 pounds per square foot per hour as determined from ACI 305, Fig. 2.1.4.

G. Prepare previously placed concrete by cleaning with steel brush or sandblasting and applying bonding agent in accordance with manufacturer’s instructions.

H. Concrete cold joints to have additional concrete placement must have the joining surface intentionally roughened by raking or other means to a depth of ¼ inch prior to additional concrete placement.

I. In locations where new concrete is doweled to existing work, drill holes in existing concrete, and insert dowels with epoxy resin system as specified on the project drawings. Epoxy dowels are allowed only at locations indicated on the project drawings.

J. Rigidly secure forms, reinforcing steel, embedment, and anchor bolts in proper position prior to placing concrete. Ensure reinforcement, inserts, embedded parts, waterstops, and mechanical or electrical embeds are not disturbed during concrete placement.

K. Remove all mud, water, ice, snow, frozen material, and debris from space to be occupied by concrete.

L. Clean surfaces encrusted with dried concrete from previous concrete operations.

M. Convey to the point of final deposit by methods that will prevent separation or loss of ingredients.

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N. Place concrete in final position without being moved laterally more than 5 feet.

O. Place concrete in approximately horizontal layers of proper depth for proper compaction, not more than 2 feet. Concrete shall not be allowed to drop freely more than 4 feet or through a cage of reinforcing steel.

P. After concreting is started, it shall be carried on as a continuous operation until each pour is complete as indicated by construction joints shown on the drawings. Ensure to place subsequent layer while the preceding layer is still plastic.

Q. All concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement and embedded fixtures, waterstops, and into corners of forms. Use of vibrating equipment to move concrete horizontally is not permitted.

R. Top elevation of tank walls to be as indicated on the project drawings and vertical tolerance is to be within ½ inch of specified elevation. (Unless noted or otherwise approved). The top of wall surface is to have a smooth trowel finish, with elevation as indicated on the drawings.

1. The inside edge of the top of wall is to have a chamfer as indicated on the drawings.

Chamfer can be provided from a chamfer strip – or during finishing operations.

2. The final top of wall and chamfered edge must be smooth and level for a level bearing surface of the precast roof system.

S. Remove all laitance, debris, and surplus water from the tops of the forms by screeding, scraping or other effective means.

3.3 MISCELLANEOUS CONCRETE ITEMS

A. Filling In: Fill in holes and openings left in concrete structures after work of other trades is in place unless otherwise indicated. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

C. Equipment Bases and Foundations:

1. Coordinate sizes and locations of concrete bases with actual equipment provided.

2. Construct concrete bases as indicated on the project drawings.

3. Minimum Compressive Strength: 4000 psi at 28 days, unless noted otherwise.

4. Prior to pouring concrete, place and secure anchorage devices. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

5. Cast anchor-bolt insert into bases. Install anchor bolts to elevations required for proper attachment to supported equipment.

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3.4 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and ACI 301 for hot-weather protection during curing.

B. Cure concrete surfaces to requirements of specification Section 03 37 00 – Concrete Curing.

C. Immediately after placement, protect and cure concrete.

D. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

E. Cure concrete by methods that will keep concrete surfaces adequately wet during curing, in accordance with ACI 308.

3.5 FIELD QUALITY CONTROL

A. Inspections:

1. Verification of use of required design mixture.

2. Concrete placement, including conveying and depositing.

3. Curing procedures and maintenance of curing temperature.

END OF SECTION 03 30 00

GRTE – 240436 DIV 31

DIVISION 31

EARTHWORK

31 05 13 - 1

SOILS FOR EARTHWORK

SECTION 31 05 13 - SOILS FOR EARTHWORK

PART 1 GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Subsoil materials.

2. Topsoil materials.

B. Related Sections:

1. Section 01 11 00 – Summary of Work, Geotechnical Investigations including bore hole and test pit findings of existing subsurface soils.

2. Section 01 57 23 – Temporary Storm Water Pollution Prevention.

3. Section 31 05 16 – Aggregates for Earthwork.

4. Section 31 10 00 – Site Clearing

5. Section 31 23 17 – Trenching.

6. Section 31 23 23 – Fill.

7. Section 32 91 19.13 – Topsoil Placement and Grading.

1.3 REFERENCES

A. American Association of State Highway and Transportation Officials:

1. AASHTO T180 - Standard Specification for Moisture-Density Relations of Soils Using a

4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. ASTM International:

1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).

2. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).

3. ASTM D2487 - Standard…