KC46_-_OPS_TFI_-_Specs_-_Amendment_0004.pdf

USACE NYD JB MDL 695847

163010 Issue for Construction

PROJECT TABLE OF CONTENTS

DI VI SI ON 00 - PROCUREMENT AND CONTRACTI NG REQUI REMENTS

00 00 01 COVER SHEET

00 00 02 CHECK LIST FOR BIDDERS

00 10 00 SF 1442 AND BIDDING SCHEDULE

00 21 16 INSTRUCTIONS, CONDITIONS, AND NOTICE TO BIDDERS

00 22 10 TECHNICAL PROPOSAL DESIGN -BID-BUILD SELECTION PROCEDURES

00 22 20 PROPOSAL SUBMISSION REQUIREMENTS AND INSTRUCTIONS

00 24 00 EVALUATION FACTORS FOR AWARD

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 72 00 CONTRACT CLAUSES

00 73 00.00 18 SPECIAL CONTRACT REQUIREMENTS

00 90 00 WAGE RATES

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 13 SPECIAL PROJECT PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 20.00 18 TESTING FOR MECHANICAL AND ELECTRICAL SYSTEMS

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 PROJECT IDENTIFICATION

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 91 00.15 TOTAL BUILDING COMMISSIONING

DI VI SI ON 02 - EXI STI NG CONDI TI ONS

02 41 00 DEMOLITION

02 42 51 CARPET REMOVAL AND RECLAMATION

02 82 13.00 10 ASBESTOS ABATEMENT

02 83 19.13 10 LEAD-BASED PAINT ABATEMENT

DI VI SI ON 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DI VI SI ON 04 - MASONRY

04 20 00 UNIT MASONRY

DI VI SI ON 05 - METALS

05 12 00 STRUCTURAL STEEL

05 40 00 COLD-FORMED METAL FRAMING

05 52 00 METAL RAILINGS

PROJECT TABLE OF CONTENTS Page 1

27 JUNE 2019

DI VI SI ON 06 - WOOD, PLASTI CS, AND COMPOSI TES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DI VI SI ON 07 - THERMAL AND MOI STURE PROTECTI ON

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING DOORS

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL AND DOOR LOUVERS

DI VI SI ON 09 - FI NI SHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 68 00 CARPETING

09 69 13 RIGID GRID ACCESS FLOORING

09 90 00 PAINTS AND COATINGS

DI VI SI ON 10 - SPECI ALTI ES

10 11 00 VISUAL DISPLAY UNITS

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 22 19 DEMOUNTABLE AND MOVABLE PARTITIONS

10 22 26.13 ACCORDION FOLDING PARTITIONS

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 73 26 WALKWAY COVERS

DI VI SI ON 12 - FURNI SHI NGS

12 21 00 WINDOW BLINDS

12 36 00 COUNTERTOPS

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

12 50 00.13 10 FURNITURE AND FURNITURE INSTALLATION

12 59 00 SYSTEMS FURNITURE

DI VI SI ON 21 - FI RE SUPPRESSI ON

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DI VI SI ON 22 - PLUMBI NG

PROJECT TABLE OF CONTENTS Page 2

22 00 00 PLUMBING, GENERAL PURPOSE

DI VI SI ON 23 - HEATI NG, VENTI LATI NG, AND AI R CONDI TI ONI NG ( HVAC)

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

23 05 15 COMMON PIPING FOR HVAC

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 11 25 FACILITY GAS PIPING

23 21 23 HYDRONIC PUMPS

23 23 00 REFRIGERANT PIPING

23 25 00 CHEMICAL TREATMENT OF WATER FOR MECHANICAL SYSTEMS

23 52 00 HEATING BOILERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

DI VI SI ON 26 - ELECTRI CAL

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

26 51 00 INTERIOR LIGHTING

DI VI SI ON 27 - COMMUNI CATI ONS

27 05 14.00 10 CABLE TELEVISION PREMISES DISTRIBUTION SYSTEM

27 05 28.36 40 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

27 05 29.00 10 PROTECTIVE DISTRIBUTION SYSTEM (PDS) FOR SIPRNET

COMMUNICATION SYSTEMS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 54 00.00 20 COMMUNITY ANTENNA TELEVISION (CATV) SYSTEMS

DI VI SI ON 28 - ELECTRONI C SAFETY AND SECURI TY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DI VI SI ON 31 - EARTHWORK

31 23 00.00 20 EXCAVATION AND FILL

31 32 11 SOIL SURFACE EROSION CONTROL

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 43 PERVIOUS CONCRETE PAVING

32 16 13 CONCRETE SIDEWALKS AND CURBS AND GUTTERS

32 92 19 SEEDING

DI VI SI ON 33 - UTI LI TI ES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

-- End of Project Table of Contents --

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SECTION 32 13 43

PERVIOUS CONCRETE PAVING

11/11

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 305R (2010) Guide to Hot Weather Concreting

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

ACI 522.1 (2013) Specification For Pervious Concrete Pavement

ASTM INTERNATIONAL (ASTM)

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1260 (2014) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C140/C140M (2018a) Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units

ASTM C150/C150M (2017) Standard Specification for Portland Cement

ASTM C1567 (2013) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C1688/C1688M (2014a) Standard Test Method For Density And Void Content Of Freshly Mixed Pervious Concrete

ASTM C171 (2016) Standard Specification for Sheet Materials for Curing Concrete

ASTM C172/C172M (2017) Standard Practice for Sampling

SECTION 32 13 43 Page 1

12 APRIL 2019

Freshly Mixed Concrete

ASTM C174/C174M (2017) Standard Test Method for Measuring Thickness of Concrete Elements Using Drilled Concrete Cores

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

ASTM C42/C42M (2013) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2017) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM C989/C989M (2017) Standard Specification for Slag Cement for Use in Concrete and Mortars

1.2 RELATED SECTIONS

Pervious pavement systems must use Section 32 11 23 AGGREGATE BASE COURSES in addition to this section.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance with Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Curing Materials

Admixtures

Fine Aggregates

Coarse Aggregates

Cementitious Materials

SD-05 Design Data

Concrete Mix Design

SECTION 32 13 43 Page 2

SD-06 Test Reports

Aggregate Tests

Cementitious Materials

Concrete Density Tests

SD-07 Certificates

Ready-mixed Concrete Plant

Ready-mixed Concrete Truck

Batch Tickets

Cementitious Materials

1.4 DELIVERY AND STORAGE

ASTM C94/C94M.

1.5 QUALITY ASSURANCE

1.5.1 Ready-mixed Concrete Plant and Ready-mixed Concrete Truck

Unless otherwise approved by the Contracting Officer, ready mixed pervious concrete must be produced and provided by a National Ready-Mix Concrete Association (NRMCA) certified plant. If a volumetric mobile mixer is used to produce the pervious concrete, rather than ready-mixed pervious concrete, the mixer(s) must conform to the standards of the Volumetric Mixer Manufacturers Bureau (VMMB). Verification must be made by a current VMMB conformance plate affixed to the volumetric mixer equipment.

1.5.2 Contractor Qualifications

Unless waived by the Contracting Officer, the Contractor must meet one of the following criteria:

a. Contractor must have at least one National Ready Mixed Concrete Association (NRMCA) certified pervious concrete craftsman on site, overseeing each placement crew during all concrete placement.

b. Contractor must have no less than three NRMCA certified pervious concrete installers, who must be on site working as members of each placement crew during all concrete placement.

1.5.3 Required Information

Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete with the properties specified and that mix will be suitable for the job conditions. The laboratory test reports must include mill test and all other tests for cementitious materials, aggregates, and admixtures. Provide maximum nominal aggregate size, combined aggregate gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size.

Submit test reports must be submitted along with the concrete mix design.

Sampling and testing of materials, concrete mix design, sampling and

SECTION 32 13 43 Page 3 testing in the field must be performed by a commercial testing laboratory which conforms to ASTM C1077. The laboratory must be approved in writing by the Contracting Officer.

1.5.4 Batch Tickets

ASTM C94/C94M. Submit mandatory batch ticket information for each load of ready-mixed concrete.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

Cementitious materials in concrete mix must be 20 to 50 percent non-portland cement pozzolanic materials by weight. Provide test data demonstrating compatibility and performance of concrete satisfactory to Contracting Officer.

2.1.1.1 Cement

ASTM C150/C150M, Type I or II.

2.1.1.2 Fly Ash and Pozzolan

ASTM C618, Type C, F, or N. Fly ash certificates must include test results in accordance with ASTM C618.

2.1.1.3 Slag

ASTM C989/C989M, Slag Cement (formerly Ground Granulated Blast Furnace Slag) Grade 100 or 120. Certificates must include test results in accordance with ASTM C989/C989M.

2.1.2 Water

Water must conform to ASTM C1602/C1602M . Do not use hot water unless approved by the Contracting Officer.

2.1.3 Aggregate Tests

Coarse aggregate must consist of crushed or uncrushed gravel, crushed stone, or a combination thereof. Aggregates, as delivered to the mixers, must consist of clean, hard, uncoated particles. Coarse aggregate must be washed. Washing must be sufficient to remove dust and other coatings.

Fine aggregate must consist of natural sand, manufactured sand, or a combination of the two, and must be composed of clean, hard, durable particles. Both coarse and fine aggregates must meet the requirements of

ASTM C33/C33M.

2.1.3.1 Alkali Reactivity Test

Aggregates to be used in all concrete in projects over 100,000 SFin size must be evaluated and tested by the Contractor for alkali-aggregate reactivity in accordance with ASTM C1260. The types of aggregates must be evaluated in a combination which matches the proposed mix design (including Class F fly ash or GGBF slag), utilizing ASTM C1567. Test results of the combination must have a measured expansion of less than

SECTION 32 13 43 Page 4

0.08 percent at 28 days. Should the test data indicate an expansion of greater than 0.08 percent, the aggregate(s) must be rejected and new aggregate sources must be submitted for retesting or may submit additional test results incorporating Lithium Nitrate for consideration.

ASTM C1260 must be modified as follows to include one of the following options:

a. Utilize the low alkali Portland cement and Class F fly ash in combination for the test proportioning. The laboratory must use the contractor's proposed percentage of cement and fly ash.

b. Utilize the low alkali Portland cement and ground granulated blast furnace (GGBF) slag in combination for the test proportioning. The laboratory must use the contractor's proposed percentage of cement and

GGBF.

c. Utilize the low alkali Portland cement and Class F fly ash and ground granulated blast furnace (GGBF) slag in combination for the test proportioning. The laboratory must use the contractor's proposed percentage of cement, fly ash and GGBF.

2.1.3.2 Fine Aggregates

ASTM C33/C33M.

2.1.3.3 Coarse Aggregates

a. Gradation: ASTM C33/C33M, Choose either #67,#8 or #89. Determine existing aggregate size and match existing.

b. Quality: ASTM C33/C33M, Class 4M or 4S, depending on weathering region.

c. Alkali-Silica Reactivity: Test in accordance with ASTM C1260, as specified in ASTM C33/C33M, Appendix XI. Aggregates failing to meet the expansion limit of 0.08 percent at 16 days after casting must be replaced or mitigated using fly ash, pozzolan, or slag in accordance with ASTM C1567.

2.1.4 Admixtures

ASTM C494/C494M: Type A, water reducing; Type B, retarding; and Type D, water-reducing and retarding, except acceptance must be based on 28 day physical properties. Do not use calcium chloride admixtures. Where not shown or specified, the use of admixtures is subject to written approval of the Contracting Officer.

ASTM C260/C260M: Air-entraining.

2.1.5 Curing Materials

2.1.5.1 Polyethylene Sheet

ASTM C171, 0.006 inch clear or white opaque polyethylene cut to a minimum of 24 inches wider than full placement width, for curing of pervious concrete.

SECTION 32 13 43 Page 5

2.1.6 Edge Restraints

Edge restraints for pervious systems must be concrete.

2.2 CONTRACTOR-FURNISHED MIX DESIGN

Contractor-furnished concrete mix must be designed in accordance with ACI 522.1 except as modified herein.

The water/cementitious materials ratio must be 0.26-0.40. The air voids must be 18 to 22 percent, as measured in accordance with ASTM C1688/C1688M .

PART 3 EXECUTION

3.1 PREPARATION FOR PERVIOUS SYSTEMS

Verify compacted subgrade, granular base or stabilized soil is acceptable and ready to support paving and imposed loads. Subgrade compaction must not exceed 94 percent of modified proctor. Install edge restraints per the drawings and manufacturer's recommendations.

3.2 FORMS

3.2.1 Construction

Construct forms to be removable without damaging the concrete.

3.2.2 Coating

Before placing the concrete, coat the contact surfaces of forms with a non-staining mineral oil, non-staining form coating compound, or two coats of nitro-cellulose lacquer. When using existing pavement as a form, clean existing concrete, but do not apply form release agent to previously placed concrete.

3.2.3 Grade and Alignment

Check and correct grade elevations and alignment of the forms immediately before placing the concrete.

3.3 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE

3.3.1 Measuring

ASTM C94/C94M.

3.3.2 Mixing

ASTM C94/C94M, except as modified herein. Begin mixing immediately after cement has been added to aggregates. When the air temperature is greater than 85 degrees F, place concrete within 60 minutes. With the approval of the Contracting Officer, a hydration stabilizer admixture meeting the requirements of ASTM C494/C494M Type D, may be used to extend the placement time to 90 minutes. Additional water may be added to enhance workability up to a level acceptable to the contractor without causing paste drain or exceeding the specified water-cement ratio.

SECTION 32 13 43 Page 6

3.3.3 Conveying

ASTM C94/C94M, pervious concrete may not be placed by pumping.

3.3.4 Placing

Placement of pervious concrete should comply with guidelines set in ACI 522.1 , except as modified herein. Do not exceed a free vertical drop of 5 feet. Deposit concrete either directly from the transporting equipment or by conveyor onto the pre-wetted subgrade or subbase, unless otherwise specified. Do not place concrete on frozen subgrade or subbase.

Deposit the concrete between the forms to an approximately uniform height.

Spread the concrete using a come-along, square ended shovel, or rake. Do not allow foot traffic on the fresh concrete. Strike off the concrete between forms using a form-riding paving machine or vibrating screed.

Other strike off devices may be used with the approval of the contracting officer. Place concrete continuously at a uniform rate, with a minimum amount of segregation, without damage to the grade and without unscheduled stops except for equipment failure or other emergencies. If this occurs within 10 feet of a previously placed expansion joint, remove concrete back to joint, repair any damage to grade, install a construction joint and continue placing concrete only after cause of the stop has been corrected. Do not use steel trowels or power finishing equipment. Finish the pavement to the elevations and thickness specified or indicated and compact the fresh concrete to meet the requirements of final finish as described herein. Compact the concrete along the slab edges with hand tools. Compact concrete to a dense, pervious surface. Edge top surface to a radius of not less than 1/4 inch, where required. Construct the pavement to comply with the following tolerances:

a. Elevation: plus 3/4 inch; minus 0 inch

b. Thickness: plus 1.5 inches; minus 1/4 inch

c. Contraction joint depth: plus 1/4 inch; minus 0 inch

Mechanically sweep pavement before testing hardened concrete for compliance tolerances.

3.3.5 Cold Weather

Do not place concrete when ambient temperature is below 40 degrees F or when concrete is likely to be subjected to freezing temperatures within 24 hours without approval from the contracting officer. If approval is granted, heat concrete materials so that the temperature of the concrete at placement is between 65 and 80 degrees F. Methods of heating materials are subject to approval by the Contracting Officer. Do not use heated mixing water. Follow practices found in ACI 306.1 .

3.3.6 Hot Weather

Maintain required concrete temperature in accordance with Figure 2.1.5 in ACI 305R to prevent evaporation rate from exceeding 0.2 pound of water per square foot of exposed concrete per hour. Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid drying of newly placed concrete. After placement, use fog spray, apply monomolecular film, or use other suitable means to reduce the evaporation rate. Start curing within 20 minutes of concrete discharge.

Cool underlying material by sprinkling lightly with water before placing

SECTION 32 13 43 Page 7 concrete.

3.4 PAVING

Install pervious paving system in accordance with manufacturer's recommendations and as indicated. Install surface elevation of the paving system 1/8 to 1/4 inch above adjacent drainage inlets, concrete collars, or channels. Manufacturer's recommendations must take precedence over the specifications in the event of conflicting requirements between the two.

3.4.1 Consolidation

Surface vibration must be automatically controlled so that it must be stops immediately as forward motion ceases. Excessive vibration must not be permitted. Concrete in small, odd-shaped slabs or in locations inaccessible to the paver mounted vibration equipment must be tamped.

Vibrators must not be used to transport or spread the concrete.

3.4.2 Operation

When paving between or adjacent to previously constructed pavement (fill-in lanes), provisions must be made to prevent damage to the previously constructed pavement, including keeping the existing pavement surface free of any debris.

3.4.3 Required Results

The paving equipment must be operated to produce a thoroughly consolidated slab throughout, true to line and grade within specified tolerances. The paver-finishing operation must produce a surface finish free of irregularities, tears, and any other discontinuities. The equipment and its operation must produce a finished surface requiring no hand finishing, other than the use of jointing tools, except in very infrequent instances. No water, other than true fog sprays (mist), must be applied to the concrete surface during paving and finishing.

3.4.4 Fixed Form Paving

Forms must be steel, except that wood forms may be used for curves having a radius of 150 feet or less, and for fillets. Forms may be built up with metal or wood, added only to the base, to provide an increase in depth of not more than 25 percent. The base width of the form must be not less than eight-tenths of the vertical height of the form, except that forms 8 inches or less in vertical height must have a base width not less than the vertical height of the form. Wood forms for curves and fillets must be adequate in strength and rigidly braced. Forms must be set on firm material cut true to grade so that each form section when placed will be firmly in contact with the underlying layer for its entire base. Forms must not be set on blocks or on built-up spots of underlying material.

Forms must remain in place at least 12 hours after the concrete has been placed. Forms must be removed without damaging the concrete.

3.4.5 Slip Form Paving

When approved for use by the Contracting Officer, the slipform paver must shape the concrete to the specified and indicated cross section in one pass, and must finish the surface and edges so that only a minimum amount of hand finishing is required.

SECTION 32 13 43 Page 8

3.5 FINISHING CONCRETE

Start finishing operations immediately after placement of concrete. Use finishing machine, except hand finishing may be used in emergencies and for concrete slabs in inaccessible locations or of such shapes or sizes that machine finishing is impracticable. Finish pavement surface on both sides of a joint to the same grade. Finish formed joints from a securely supported transverse bridge. Provide hand finishing equipment for use at all times. Transverse and longitudinal surface tolerances must be no more than 1/4 inch in 10 feet.

3.5.1 Side Form Finishing

Strike off and screed concrete to the required slope and cross-section by a power-driven transverse finishing machine. Transverse rotating tube or pipe are not permitted unless approved by the Contracting Officer.

Elevation of concrete must be such that, when consolidated and finished, pavement surface will be adequately consolidated and at the required grade. Equip finishing machine with two screeds which are readily and accurately adjustable for changes in pavement slope and compensation for wear and other causes. When using a static roller for consolidation, the roller must be stiffened to prevent flexing and warping straightness tolerance must be 0.25 inch in 10 feet. Make as many passes over each area of pavement and at such intervals as necessary to give proper compaction, retention of coarse aggregate near the finished surface, and a surface of uniform texture, true to grade and slope. Do not permit excessive operation over an area, which will result in an excess of mortar and water being brought to the surface.

3.5.1.1 Equipment Operation

Maintain the travel of machine on the forms without lifting, wobbling, or other variation of the machine which tend to affect the precision of concrete finish. Keep the tops of the forms clean by a device attached to the machine. During the first pass of the finishing machine, maintain a uniform ridge of concrete ahead of the front screed for its entire length.

3.5.1.2 Joint Finish

Before concrete is hardened, correct edge slump of pavement, exclusive of edge rounding, in excess of 0.25 in. Finish concrete surface on each side of construction joints to the same plane, and correct deviations before newly placed concrete has hardened.

3.5.1.3 Hand Finishing

Strike-off and screed surface of concrete to elevations slightly above finish grade so that when concrete is consolidated and finished pavement surface is at the indicated elevation. Vibrate entire surface until required compaction and reduction of surface voids is secured with a strike-off template.

3.5.1.4 Longitudinal Floating

After initial consolidation, further smooth and consolidate concrete by means of hand-operated longitudinal rollers. Use rollers that are not less than 6 feet long and 8 inches in diameter and stiffened to prevent flexing and warping.

SECTION 32 13 43 Page 9

3.5.2 Edging

Immediately after consolidation and jointing, carefully finish slab edges, including edges at formed joints, with an edge having a radius of not less than 0.25 inch. Clean by removing loose fragments and soupy mortar from corners or edges of slabs which have crumbled and areas which lack sufficient mortar for proper finishing. Refill voids solidly with a mixture of suitable proportions and consistency and refinish. Remove unnecessary tool marks and edges. Remaining edges must be smooth and true to line. Install edge restraints of pervious systems per manufacturer's recommendations.

3.5.3 Jointing

Construct joints at the locations, depths, and width dimensions indicated on the project drawings or the approved shop drawings. Tool contraction joints in fresh concrete immediately after the concrete has been compacted to the specified depth and width. Do not sawcut joints. Extend expansion joints through the full depth of the pavement. Cut expansion material flush to grade after concrete has fully hardened and provide joint filler material as indicated or as approved on the shop drawings.

3.5.3.1 Joint Layout Drawings

If jointing requirements on the project drawings are not compatible with the proposed placement sequence, submit a joint layout plan shop drawing to the Contracting Officer for approval. No work must be allowed to start until the joint layout plan is approved. The joint layout plan must indicate and describe in the detail the proposed jointing plan for contraction joints, expansion joints, and construction joints, in accordance with the following:

a. Indicate locations of contraction joints, construction joints, and expansion joints. Spacing between contraction joints must not exceed 15 feet unless noted otherwise or approved by the Contracting Officer.

b. The larger dimension of a panel must not exceed 125 percent of the smaller dimension.

c. The minimum angle between two intersecting joints must be 80 degrees, unless noted otherwise or approved by the Contracting Officer.

d. Joints must intersect pavement-free edges at a 90 degree angle the pavement edge and must extend straight for a minimum of 1.5 feet from the pavement edge, where possible.

e. Align joints of adjacent panels.

f. Align joints in attached curbs with joints in pavement when possible.

g. Ensure joint depth, widths, and dimensions are specified.

h. Minimum contraction joint depth must be one-fourth of the pavement thickness. The minimum joint width must be 1/8 inch.

i. Use expansion joints only where pavement abuts buildings, foundations, manholes, and other fixed objects.

SECTION 32 13 43 Page 10

3.6 CURING AND PROTECTION

Curing of pervious concrete must be in accordance with ACI 522.1 . Protect concrete adequately from injurious action by sun, rain, flowing water, frost, mechanical injury, tire marks and oil stains, and do not allow it to dry out from the time it is placed until the expiration of the minimum curing periods specified herein. Use White-Polyethylene Sheet, except as specified otherwise herein. Do not use membrane-forming compound. Maintain temperature of air next to concrete above 40 degrees F for the full curing periods.

3.6.1 White-Polyethylene Sheet

Begin curing within 20 minutes of concrete discharge unless longer working time is accepted by the Contracting Officer. Lay sheets directly on concrete surface and overlap 12 inches. Make sheeting not less than 24 inches wider than concrete surface to be cured, and weight down on the edges, without using soil or debris, and over the transverse laps to form closed joints. Repair or replace sheets when damaged during curing.

Check daily to assure sheets are soundly in place. If moisture evaporates, re-saturate concrete and replace polyethylene on pavement (re-saturation and re-placing must take no longer than 10 minutes per sheet). Leave sheeting on concrete surface to be cured for at least seven days.

3.7 FIELD QUALITY CONTROL

3.7.1 Sampling

The Contractor's approved laboratory must collect samples of fresh concrete in accordance with ASTM C172/C172M during each working day as required to perform tests specified herein.

3.7.2 Consistency Tests

The Contractor's approved laboratory must perform concrete density tests on the fresh concrete in accordance with ASTM C1688/C1688M . Take samples for density determination from concrete during placement. Perform tests at the beginning of a concrete placement operation and for each batch (minimum) or every 50 cubic yards (maximum) of concrete to ensure that specification requirements are met. The fresh density must be within plus or minus 5 lb/CF of the accepted fresh density from the submitted mixture proportions.

3.7.3 Sample Cores

After a minimum of seven days following each placement, one to three cores must be taken at random per the Contracting Officer's discretion. Core hardened concrete panels in accordance with ASTM C42/C42M Test thickness and density of the cores in accordance with ASTM C174/C174M and paragraph

9.3 of ASTM C140/C140M, respectively. Tolerance for thickness and density reported as the average of all cores of each test panel must be as follows:

a. The average compacted thickness must not be more than 0.25 in less than the specified thickness.

b. The average compacted thickness must not exceed the specified thickness by more than 1.5 in.

SECTION 32 13 43 Page 11

c. The average hardened density must be within plus or minus 5 percent of the accepted hardened density of the test panels.

Core holes must be filled with regular concrete or pre-mixed grout.

3.7.4 Surface Testing

Surface testing for surface smoothness and plan grade must be performed as indicated below by the Testing Laboratory. The measurements must be properly referenced in accordance with paving lane identification and stationing, and a report given to the Contracting Officer within 24 hours after measurement is made. A final report of surface testing, signed by a Registered Engineer, containing all surface measurements and a description of all actions taken to correct deficiencies, must be provided to the Contracting Officer upon conclusion of surface testing.

3.7.4.1 Surface Smoothness Requirements

The finished surfaces of the pavements must have no abrupt change of 1/8 inch or more, and variations in final pervious surface must not exceed 3/8 inch under a 10 foot straightedge.

3.7.4.2 Surface Smoothness Testing Method

The surface of the pavement must be tested with the straightedge to identify all surface irregularities exceeding the tolerances specified above. The entire area of the pavement must be tested in both a longitudinal and a transverse direction on parallel lines approximately 10 feet apart. The straightedge must be held in contact with the surface and moved ahead one-half the length of the straightedge for each successive measurement. The amount of surface irregularity must be determined by placing the straightedge on the pavement surface and allowing it to rest upon the two highest spots covered by its length and measuring the maximum gap between the straightedge and the pavement surface, in the area between these two high points. Measurement of the gap must be made with a steel spacer bar of rectangular section the same thickness as the allowable gap, and width of four times the nominal maximum aggregate size.

3.7.5 Plan Grade Testing and Conformance

The surfaces must not vary more than 0.75 inch above or 0.0 feet below the plan grade line or elevation indicated. Each pavement category must be checked for conformance with plan grade requirements by running lines of levels at intervals to determine the elevation at each joint intersection.

3.7.6 Open To Traffic

Do not open the pavement to vehicular traffic until the concrete has cured at least 14 days or until the pavement is accepted by the Contracting Officer.

-- End of Section --

SECTION 32 13 43 Page 12

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 1 PAGES

163010

32 13 43 SD-03 Product Data

2.1.5Curing Materials

2.1.4Admixtures

2.1.3.2Fine Aggregates

2.1.3.3Coarse Aggregates

2.1.1Cementitious Materials

SD-05 Design Data

2.3Mix Design

SD-06 Test Reports

2.1.3Aggregate Tests

2.1.1Cementitious Materials

3.7.2Concrete Density Tests

SD-07 Certificates

1.5.1Ready-mixed Concrete Plant

1.5.1Ready-mixed Concrete Truck

1.5.4Batch Tickets

2.1.1Cementitious Materials

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

A C T I V I T Y

N O

T R A N S M I T T A L

N O

S P E C

S E C T

DESCRIPTION

ITEM SUBMITTED

P A R A G R A P H

C L A S S I F I C A T I O N

G O V T

O R

A E

R E V W

R SUBMIT

APPROVAL

NEEDED

BY

MATERIAL

NEEDED

BY

A C T I O N

C O D E

DATE

OF

ACTION

DATE FWD

TO APPR

AUTH/

DATE RCD

FROM

CONTR

DATE FWD

TO OTHER

REVIEWER

DATE RCD

FROM OTH

REVIEWER

A C T I O N

C O D E

DATE

OF

ACTION

MAILED

TO

CONTR/

DATE RCD

FRM APPR

AUTH REMARKS

(a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

2.1.6 Edge Restraints

2.2 CONTRACTOR-FURNISHED MIX DESIGN

SUBMITTAL REGISTER_32 13 43