AC-805579_HWY-37_53_395_SP.pdf

March 29, 2011

SPECIAL PROVISION

SPECIFICATION 909 – PRE-FABRICATED DRAINAGE COMPOSITE

SP-909 - 1 of 5

909-1 DESCRIPTION

909-1.01 Scope – The work in this section includes requirements for prefabricated drainage panels and attached drainage piping. The extent of the prefabricated drainage panels is indicated on the project drawings.

909-1 PROPERTIES

909-2.01 The specified properties of drainage panels must be supported by test results form an independent laboratory, documenting the specified flow rate in the plane of the core and creep performance of the polymer core. The testing conditions shall comply with ASTM

D-4716-87 and as follows:

1. Hydraulic Gradient: 1.0 for vertical installations and 0.08 for horizontal installations.

2. Normal Pressure (pressure imposed perpendicular to the plane of the core): Equal to 3,600 psf.

3. Creep: Model long term compression of the prefabricated drainage composite system and determine if the drain product flow channels become restricted with time. Long term creep/drainage performance shall be determined by measuring flow after 300 continuous hours under the above referenced normal pressure. The test method shall utilize a loading system, which models the soil/drainage product interaction.

4. Flow Directions: Flow shall be measured on only one side of the core. Where the core geometry differs in principal directions, flow shall be measured in both directions, simulating water flowing vertically down a wall and horizontally across the face of the wall to accurately determine maximum flow rate in critical principal direction.

909-3 DELIVERY, STORAGE AND HANDLING

909-3.01 A. Delivery

1. Materials should be delivered in manufactures original, unopened packaging with labels attached.

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B. Storage

1. Store materials in the original unopened packages.

C. Handling

1. All materials must be handled in a manner to prevent damage. Any material damage must be removed from the project area and replaced with new material.

2. Materials must be handled in accordance with manufacturer guidelines.

909-4 JOB CONDITIONS

A. When panel is installed in conjunction with a waterproofing product, the panel must be compatible with the waterproofing product and installed by methods acceptable to the waterproofing product manufacturer.

B. The outfall for any drainage pipe used with the drainage panels shall be coordinated with the site drainage.

909-5 PRODUCTS

909-5.01 Materials

A. The material is a composite drainage panel consisting of 1) a three dimensional, high impact, polystyrene core, with a nominal one-inch flange on one longitudinal edge, and 2) nonwoven filter fabric. The filter fabric is bonded to the individual dimples of the molded, polystyrene core to minimize fabric intrusion into the flow channels caused by backfill pressure. The fabric also serves as a filter medium to prevent the passage of soil particles into the score. The fabric extends beyond the edges of the polystyrene core to provide overlap for the adjacent panels and discharge pipe.

B. Composite System

1. The panels must have a nominal one-inch on the longitudinal edge to facilitate overlapping the

SP-909 - 3 of 5 panels in order to achieve a continuous drainage surface.

2. The filter fabric must be uniformly bonded to each dimple of the polymeric core to resist being pushed into the core flow channels during backfilling. Application of glue to the filter fabric or sprayed to the core may result in restriction of flow in the channels and will not be accepted. The fabric-to-core bonding shall be accomplished by applying a pressure – sensitive resealable adhesive to the tops of the individual dimples.

3. The filter fabric shall extend beyond the edge of the polymeric core in order to provide total filtering integrity of the drainage system.

909-6 INSTALLATION

909-6.01 Vertical Surfaces

A. Position the panel with the flat side against the wall and filter fabric toward the soil/drainage side. A washer headed concrete nail may be used to attach the panel against the concrete wall. An alternate method of attachment uses concrete nails driven through wood strips placed over the panel.

Most methods used to secure protection board are acceptable.

B. Connecting Adjacent Panels – Connect adjacent panels at the longitudinal edge by pulling the filter fabric back to expose the flange. The flangeless panel edge should be placed on top of the flange of the adjacent panel and butted dimple to dimple.

Panel end attachment should be completed by pulling the filter fabric back to expose two rows of dimpled core. The end of the next panel should be placed over two dimples and interlocked. But the edges of the panels together and press into the wall.

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All connections should be completed in shingle fashion so that moisture will flow with the overlap and not against it.

Overlap fabric in the direction of water flow.

Cover all terminal edges with the filter fabric flap by tucking it behind the core.

909-7 DISCHARGE CONNECTIONS

909-7.01 A. Drainpipe – Where drainpipe is indicated, pull back the 15-inch fabric flap at the bottom of the core. Place the drainpipe next top the core. Wrap the fabric over the top and around the pipe, tucking it securely under the pipe.

B. Terminal Connection and and Protrusions – Cover all terminal edges with the integral fabric flap by tucking it around the edge of the core and securing

it. At protrusions, cut the core around the protrusion, cut an “X” in the fabric, and tape the fabric around the protrusion. Dirt and concrete must not infiltrate the core.

909-8 METHOD OF MEASUREMENT

909-8.01 The quantity of prefabricated drainage composite to be paid for will be the number of square meters of material measured in final position between the limits shown in the plans or directed by the engineer, complete in place and accepted.

909-9 BASIS OF PAYMENT

909-9.01 The accepted quantities, determined as provided above for the pay items listed below which are included in the contract, will be paid for at the contract unit prices per unit of measurement. Such price and payment shall constitute full compensation for furnishing and installing all required equipment and materials, and for all labor, equipment, tools and incidentals necessary to complete each item as required by the plans and specifications.

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909-9.02 Payment will be made under:

Pay Item Unit

Prefabricated Drainage Composite . . . . . . . . . . . . . SqM.

Revised: January 12, 2018

SPECIFICATION 910 – BRIDGE TRANSITION UPGRADES

AND TRANSITION MODULES

SP-910/Page 1 of 4

910-1 DESCRIPTION

910-1.01 Scope - This work shall consist of the reconstruction to existing transition modules, and construction of new transition modules (cast-in-place or precast) at bridges and/or concrete barriers in accordance with these specifications and in conformity with the lines, grades, types, details and locations shown on the plans, contract documents, Standard

Drawings or established by the Engineer.

910-2 MATERIALS

910-2.01 Structural Concrete

a. For Bridge Transition Upgrades or New Transition Modules to bridge concrete parapets, the structural concrete shall be according to the requirements of

Specification 934 - Structural Concrete. All structural concrete shall be Class IV

(General Use) Concrete (4,000 psi at 28 days minimum) with the same Permeability

Level specified for the new structure unless otherwise specified in the construction plans.

b. For New Transition Modules to concrete barriers, the structural concrete shall conform according to the requirements of Specification 601 - Structural Concrete.

All structural concrete shall be Class "A" Concrete (3,000 psi at 28 days minimum) unless otherwise specified in the construction plans.

910-2.02 Reinforcing Steel - Shall be of the class, grade and size indicated on the plans and shall meet the requirements of Specification 602 Reinforcing Steel”.

910-2.03 Excavation - Shall conform to the requirements of Specification 206 -

Excavation For Structures.

910-2.04 Structural Bonding Agent - Shall be an epoxy-cementitious bonding agent and an anti-corrosion coating for steel reinforcement. The structural bonding agent shall have minimum bond strength of 2,500 psi at 24 hours as per ASTM C-882, a minimum compressive strength of 8,000 psi at 28 days as per ASTM C-109, and a minimum pot life of

60 minutes. The Contractor shall submit, for the approval of the Engineer, the product specifications and technical data that comply with the aforementioned parameters.

SP-910/Page 2 of 4

910-2.05 Epoxy Resin Adhesive for Anchors - Shall conform the requirements of

AASHTO M 235 and ASTM C-881, Types IV and V, Classes C. The Contractor shall submit, for the approval of the Engineer, the product specifications and technical data that comply with the aforementioned parameters.

910-2.06 Grout Material - Shall be a fast setting non-shrinking sand/cement mortar mix or a concrete mix that will attain compressive strength of 4,000 psi at 7 days when tested as per AASHTO T 22. The Contractor shall submit, for the approval of the Engineer, the product specifications and technical data that comply with the aforementioned parameters.

910-3 CONSTRUCTION REQUIREMENTS

910-3.01 Reinforced concrete works shall be performed according with the requirements of Specification 934 - Structural Concrete and Specification 602 Reinforcing

Steel, and as indicated on Standard Drawings or plans.

910-3.02 Scarifying works shall be performed with a fifteen (15) pounds maximum chipping hammer or approved equal tool. The Contractor shall take utmost care to avoid any damage to the existing transition module during reconstruction works. Any damage caused to the module shall be repaired by the Contractor at no extra cost to the Authority.

910-3.03 The maximum number of bridge transition upgrades and/or new transition modules to be performed at the same time shall be as established in the contract documents and as directed by the Engineer.

910-3.04 The Contractor shall only perform works on one side of the bridge at the same time.

910-3.05 The bridge transition upgrades and/or new transition modules shall be constructed in a coordinated manner in relation with other project activities.

910-4 METHOD OF MEASUREMENT

910-4.01 The Bridge Transition Upgrades will be measured by the unit. This includes both the existing transition module to be reconstructed and new transition module constructed, completely installed and accepted by the Engineer. The complete item includes

SP-910/Page 3 of 4 but its not limited to excavation, concrete, reinforcing steel, scarification of concrete for transition module to be reconstructed, cleaning, placing, finishing, curing, furnishing and applying of structural bonding agent, epoxy resin adhesive for anchors and grout material, and any other works or appurtenances necessary to complete the item.

910-4.02 The New Transition Modules (Cast-in-Place or Precast) to bridge concrete parapets or concrete barriers will be measured by the unit. This includes the new transition module (cast-in-place or precast) constructed, completely installed and accepted by the

Engineer. The complete item includes, but its not limited to excavation, concrete, reinforcing steel, placing, finishing, curing, furnishing and applying of structural bonding agent, epoxy resin adhesive for anchors and grout material, and any other works or appurtenances necessary to complete the item.

910-4.03 Measurement and payment for the maintenance of traffic (MOT) will be made as provided in the Specification 638 - Maintenance and Protection of Traffic.

910-5 BASIS OF PAYMENT

910-5.01 The accepted Bridge Transition Upgrade, measured as Article 910-4.01, will be paid for at the contract price for unit of measurement. Such price and payment shall constitute full compensation for furnishing and placing all required materials, and for all labor, equipment, materials and incidentals necessary to complete the work as required by the plans and specifications and to the satisfaction of the Engineer.

910-5.02 The accepted New Transition Module (Cast-in-Place or Precast), measured as

Article 910-4.02, will be paid for at the contract price for unit of measurement. Such price and payment shall constitute full compensation for furnishing and placing all required materials, and for all labor, equipment, materials and incidentals necessary to complete the work as required by the plans and specifications and to the satisfaction of the Engineer.

SP-910/Page 4 of 4

910-5.03 Payment will be made under:

Pay Item Pay Unit

Bridge Transition Upgrade…………………………………………………. Each

New Transition Module Speed ≥ 45 mph (Cast-in-Place or Precast)……… Each

New Transition Module Speed<45 mph (Cast-in-Place or Precast) ..............…...………………………………………………………………… Each

August 12, 2003

SPECIFICATION 931 – REMOVAL AND DISPOSAL OF LEAD-BASED PAINTS

931-1 DESCRIPTION

931-1.01 Scope - The works shall consists of the removal and disposal of lead base paint in conformance with these specifications and as ordered by the Engineer.

931-2 LAWS AND REGULATIONS

931-2.01 The Contractor shall comply with the following Environmental Quality Board

Regulations:

a. Regulation for the Control of Non-Hazardous Wastes

b. Regulation for Lead-Based Paint Abatement Activities

c. Regulation for the Control of Air Pollution

d. Water Quality Standards Regulation

931-2.02 The Contractor shall comply with the following federal laws and regulations:

a. Occupational Safety and Health Act - OSHA

b. Resource Conservation and Recovery Act (RCRA) -

Environmental Protection Agency

931-2.03 The Contractor shall comply in full with all the necessary requirements for management of the wastes generated as a result of the abatement activities. Contractor shall also prevent the contamination of the river while performing the abatement activities.

931-3 CONSTRUCTION REQUIREMENTS

931-3.01 Prior the beginning of the removal of the lead base paint, the Contractor shall submit for the approval of the Engineer, a detailed plan of the procedures proposed to use and complying with all the local and federal laws and regulations. The plan shall include the location, size, layout and details of the works areas and the workers decontamination facilities. The plan shall also include the sequencing of the abatement work, the interface of trades involved in the performance of the work, methods to assure the quality of the environment (ie; water, soil, etc.), visitors, disposal plan including the location of the approved disposal site, and a detailed description of the methods to be employed to control pollution. Method of removal to reduce lead dust generation in the work area, and packaging of removed lead paint, dust and debris. Description of the that will be used to comply with OSHA requirements including the submission of exposure monitoring to demonstrate the adequacy of respiratory and worker protection equipment selected.

931-3.02 The abatement Contractor shall comply with Chapter V (Rules 1540 through

1547) of the Regulation for the Control of Lead-Based Paint Abatement Activities enforced by the Environmental Quality Board (EQB). These rules pertain to the requirements for the registration and certification of the abatement Contractor and the employees in the EQB.

931-3.03 The abatement Contractor shall comply with Chapter VI (Rules 1550 through 1557) of the Regulation for the Control of Lead-Based Paint Abatement

Activities enforced by the Environmental Quality Board (EQB). These rules pertain to the permits required to perform the abatement, the proper removal, storage, and disposal of the lead based containing wastes.

931-3.04 The Contractor shall also comply with the requirements included in Appendix

A.

931-3.05 The Contractor shall be registered in the Environmental Quality Board

(EQB) as an approved and authorized firm to perform removal of lead-based paint.

931-4 METHOD OF MEASUREMENT

931-4.01 The removal and disposal of the lead-based paint will be measured by the lump sum, complete and accepted. The complete item include the temporary scaffoldings, protective barriers, removal of the lead-based paint, packaging of removed lead paint, delivery to the approved disposal site outside of Puerto Rico.

931-5 BASIS OF PAYMENT

931-5.01 The accepted removal and disposal of the lead-based paint of will be paid for at the contract lump sum price, such price and payment shall constitute full compensation for the removal, packaging and delivery to the approved disposal site, and for furnishing all materials, equipment, labor tools and incidentals necessary to complete the works as required by the plans and specifications.

931-5.02 Payment will be made under:

Pay Item Pay Unit

Removal and Disposal of Lead-Based Paint …………….. Lump Sum

October 23, 2003

SPECIFICATION 934 – STRUCTURAL CONCRETE

SP-934-1

934-1 DESCRIPTION

934-1.01 Scope

a. This work shall consist of furnishing, placing, finishing and curing Portland cement concrete for cast in place concrete, precast concrete and concrete mix designs in accordance with these specifications and in conformity with the lines, grades and dimensions shown on the plans or established by the Engineer. Concrete in bridge approach slabs is included in this work.

b. Portland cement concrete shall consist of a homogeneous mixture of Portland cement, mineral admixtures, slag cement or ground granulated blast-furnace slag, fine aggregate, coarse aggregate, water and chemical admixtures, if required, proportioned and mixed according to these specifications.

c. When the plans and other contract documents indicate that Portland cement concrete meeting the requirements of Special Provision 934 will be used in piles constructed under specification 615 and/or prestressed members constructed under specification 630; all references to specification 601 in specification 615 and/or 630 shall be interpreted as referring to Special Provision 934.

934-2 MATERIALS

934-2.01 The following materials shall meet the applicable requirements specified in the following specifications:

MATERIAL SPECIFICATION

Portland cement ……………………………… 701-1 Ground Granulated Blast-Furnace Slag AASHTO M302 Class F Fly Ash ……………………………………….. AASHTO M-295 Microsilica …………………………………….. AASHTO M-307 Joint Fillers ……………………………………. 705-1 Copper Water Stops or Flashing ……………… 705-5 Rubber and Neoprene Water Stops …………… 705-6 Curing materials ………………………………. 711-1 Air-entraining Admixtures ……………………. 711-2 Chemical Admixtures …………………………. 711-3 Water ………………………………………….. 712-1 Bearings and Expansion Plates, Bronze and Copper Alloy ……… 715-7 Other Metallic Materials ……………………… 715 Elastomeric Bearing …………………………... 717 Rubble Stone ………………………………….. 718-2

934-2.02 Fine Aggregate - Shall meet the requirements of Article 703-1 of Specification 703 - Aggregates, except that the grading shall conform to Grading A of Table 703-1 and that manufactured sand shall not be used as fine aggregate for all concrete that is to serve as the travel way to vehicular traffic. The same source of sand shall be used for all faces of a concrete structure exposed to view.

934-2.03 Coarse Aggregate - Shall meet the requirements specified in Article 703-2 - of Specification 703 Aggregates, except that the gradings in Table 703-2 are to be limited to those included in Table 934-1 of this specification. In addition, for concrete that is to serve as the travel way for vehicular traffic, such as concrete pavements, bridge decks and bridge approach slabs, the coarse aggregate shall have a minimum polishing value of 48 as determined by ASTM D 3319.

SP-934-2

934-2.04 Cementitious Materials and Mineral Admixtures Requirements -

a. Portland Cement - All Portland cement shall meet the requirements of this Section in addition to the requirements of Specification Section 701 - "Hydraulic Cement." Unless otherwise stated herein, the provisions of Specification Section 701 - "Hydraulic Cement" shall apply.

b. For Structural Concrete provide Portland cement meeting ASTM C 150 or blended

Portland cement meeting ASTM C 595 and the following requirements:

Provide a cement that meets the requirements of ASTM C 150 for Type II or Type

V or ASTM C 595, Type IP (MS) or Type IS (MS). As an alternative provide a combination of ASTM C 150 Type I cement and an ASTM C 618 Class F fly ash, an AASHTO M307 Microsilica and/or an ASTM C 989 Ground Granulated Blast-Furnace Slag having a sulfate expansion at 180 days of less than 0.10 percent when tested according to ASTM C 1012 using cementitious materials from the same sources as those proposed for use in the project.

c. For non-structural concrete such as concrete used for sidewalks, railings, curbs, wheel bumps, provide Portland cement that meets the requirements of ASTM C 150 or ASTM C 595.

d. The Contractor shall furnish mill certificates of compliance of the cement with the requirements of these specifications. Cement may also be accepted from pre-tested and approved bins.

However, the Authority may sample and test the cement at any time, at its discretion and require additional mill certificates.

e. Cement shall be protected from rain and moisture by storing in suitable weatherproof bins or buildings. Any cement damaged by moisture or which fails to meet any of the specified requirements will be rejected and shall be removed from the work site.

f. Cement stored by the Contractor for a period longer than 60 days shall require the

Engineer’s approval before being used in the work. Stored cement shall meet the specification requirements at any time after storage when retesting is ordered by the Engineer.

g. Cement of different brands, types, or from different mills shall be stored separately.

h. Cementitious Materials and Mineral Admixtures - All mineral admixtures shall meet the requirements of this Section in addition to the requirements of Specification Section 711 - "Concrete Curing Materials and Admixtures.” Unless otherwise stated herein, the provisions of Specification Section 711 - "Concrete Curing Materials and Admixtures" shall apply.

i. Microsilica can be used in concrete either as a cement replacement or as a cement addition on an equal weight basis. Recommended amounts of Microsilica are in the range of up to 10 percent of the total weight of the cementitious material. When fly ash is used, it shall be incorporated either as a cement replacement, as a mineral admixture added as a replacement of fine aggregate or a combination thereof. All fly ash shall be added on an equal weight basis of the material being replaced. Recommended amounts of fly ash are in the range of up to 40 percent added as a cement replacement and up to 20 percent added as a mineral admixture.

j. Ground Granulated Blast-Furnace Slag (GGBFS) for use as a cementitious material shall conform to the requirements of ASTM C 989, "Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars," Grade 100 or Grade 120. Ground Granulated Blast- Furnace Slag should be used as a Portland cement replacement on an equal weight basis. Recommended amounts of ground granulated blast-furnace slag are in the range of 25 to 65 percent added as a cement replacement on an equal weight basis of the cement being replaced.

SP-934-3

k. The pozzolan constituent of Type IP (MS) shall be in the range of 15 to 40 percent by weight of the Portland-pozzolan cementitious material.

l. Fly Ash for use with Portland cement shall conform to the requirements of ASTM

C 618, Class F only. In addition, fly ash shall meet the following requirements:

1. Loss on Ignition is limited to a maximum of 2 percent.

2. Sulfur trioxide (SO3) is limited to a maximum of 3 percent.

3. Available alkalis (expressed as Na2O equivalent) is limited to a maximum of 1.5 percent.

4. The optional chemical requirements of ASTM C 618 Table 1A shall apply in all cases.

5. Fly Ash may not be substituted for Type IP blended cements.

6. Fly Ash may also be used as a replacement of fine aggregate if needed to achieve the performance requirements of the concrete. When used as a fine aggregate additive, it should not exceed 20 percent of the weight of the fine aggregate.

m. Ternary systems using Portland cement, Class F fly ash, slag and microsilica are permissible. The total amount of fly ash and silica fume shall meet the limits for fly ash used alone.

n. The Contractor shall submit notarized material certificate for the ground granulated blast-furnace slag and/or mineral admixtures proposed to be used in conformance with the General Provisions.

934-2.05 Classes of Concrete - Various classes of concrete are provided for in these specifications, based on their use and their specified compressive strength at 28 days, except as noted below. The various classes and their basic requirements are indicated in Table 934-1 and 934-2. Each class of concrete and its permeability level shall be used in that part of the structure as called for in the plans and other contract documents, or ordered by the Engineer.

Table 934-1

PORTLAND CEMENT CONCRETE MIXTURES

Class of Concrete Specified Design Compressive

Strength at 28 days (psi) *

Maximum Coarse Aggregate Size

(square openings)

Permeability Maximum Charge

Passed ** (Coulombs)

Minimum Cementitious Content ***

(lb/cy) I (Lean Concrete) 1,000 1” with 5% maximum passing No. 8 Not Applicable -

II (Incidental) 2,200 1” with 5% max Passing No. 8

Not Applicable 300

III (General Use) 3,000 1” with 5% max Passing No. 8

See Table 934-2 500

III (Pavement Rehabilitation)

3,000 (See Note Below)

2” with 5% max Passing No. 8

See Table 934-2 600

IV (General Use) 4,000 1” with 5% max Passing No. 8

See Table 934-2 550

SP-934-4

IV (Bridge Deck) 4,000 1” with 5% max Passing No. 8

See Table 934-2 600

V (Drilled Shaft) 5,000 1” with 5% max Passing No. 8

See Table 934-2 650

V (Prestressed Members)

5,000 1” with 5% max Passing No. 8

See Table 934-2 650

V (Pavement) 5,000 2” with 5% max Passing No. 8

See Table 934-2 650

V (General Use) 5,000 1” with 5% max Passing No. 8

See Table 934-2 650

VI 6,000 1” with 5% max Passing No. 8

See Table 934-2 650

VII 7,000 1” with 5% max Passing No. 8

See Table 934-2 650

VIII 8,000 1” with 5% max Passing No. 8

See Table 934-2 650

IX 9,000 1” with 5% max Passing No. 8

See Table 934-2 650

X 10,000 1” with 5% max Passing No. 8

See Table 934-2 650

Notes: 1- For Class III (Pavement Rehabilitation) the required compressive strength indicated in table 934-1 shall be interpreted so as to be attained at 5 days of age. Also, when using this class of concrete, steel reinforcement shall be installed as indicated in specification 503.

2- For laboratory reports purposes, the classes of concrete in arabic numerals showed in the reports shall be interpreted so as to be equal to the roman numerals indicated in the table above (Class I = Class 1,Class II = Class 2,Class III = Class 3, Class IV = Class 4, Class V = Class 5, Class VI = Class 6, Class VII = Class 7, Class VIII =Class 8, Class IX = Class 9 and Class X = Class 10).

* The compressive strength of the concrete at 28 days shall be determined using either 6 in. diam. x 12 in. or 4 in. diam. x 8 in. cylindrical specimens as long as the ratio of the maximum size of the coarse aggregate to the diameter of the cylinder test specimen does not exceed the value of 3.

* For concrete containing ground granulated blast-furnace slag, microsilica and/or fly ash, the compressive strength of the concrete at 28 days shall be determined using specimens moist cured at 73 +/- 3 deg.F until testing at 28 days. For special cases called for in the plans in which concrete strength at ages greater than 28 days can be specified, acceptance of the concrete could be based on the accelerated curing procedure used to determine the permeability of concrete as described below.

** Permeability will be the electrical conductance of the concrete as measured at 28 days according to AASHTO T-277. The permeability of the concrete at 28 days shall be determined using the following accelerated curing procedure: specimens will be moist cured at 73 +/- 3 deg.F for the initial 7 days after casting followed by curing in water at 105 +/- 3 deg.F for 21 days until testing at 28 days.

*** The Minimum Cementitious Content (lbs. /cu. yd.) refers to the total weight of Portland cement; ground granulated blast-furnace slag, microsilica and fly ash added to the concrete expressed in lbs./cu. yd.

Table 934-2 Permeability Level* Permeability

Maximum Charge Passed (Coulombs)

1 Not Applicable 2 1,500

*If no Permeability Level of concrete is indicated on the plans, a Permeability Level 2 shall be used in all concrete mixes to be placed in the project.

SP-934-5

a. Temperature of Fresh Concrete:

1. Maximum temperature of fresh concrete containing no set controlling admixtures shall not exceed 90 degrees F (32°C) at the time of placement.

2. Maximum temperature of fresh concrete mixes containing set controlling admixtures shall not exceed 95 degrees F (35°C) at the time of placement.

b. Provide concrete of a uniform color in all exposed concrete of any structure.

c. Whenever used, the corrosion inhibitor shall be dosed at the required application rate to achieve the required level of chloride protection as stated in Article 934-2.08-i-2.

d. Drying Shrinkage: The drying shrinkage of concrete shall not exceed 0.030 percent after 28 days of air storage following the initial 28 days curing period in accordance with ASTM C157, "Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete" with the following modifications:

1. The initial curing period until the specimens have reached an age of 28 days, including the period in the molds, could be achieved either by storage in a moist cabinet or room in accordance with ASTM C511, or storage in lime saturated water at 73 +/- 3 deg.F.

2. Slump of concrete for testing shall match job requirements and need not be limited to restrictions as stated in ASTM C157 Section 7.4.

3. Certified test report shall be submitted before concrete is used.

934-2.06 Proportioning of Concrete -

a. The Contractor shall design the concrete mixes determining the proportions of Portland cement, mineral and chemical admixtures, coarse and fine aggregate, and water necessary to conform to these specifications and to obtain concrete having not less than the strength specified for each class in Table 934-1 and having a permeability level not greater than the specified in Table 934-2. The volumetric proportioning methods such as outlined in the American Concrete Institute (ACI) Standard 211.1, “Recommended Practice for Selecting Proportions for Normal Weight Concrete”, or other approved volumetric proportioning methods, shall be employed in the design of mixes. Separate mix designs shall be submitted for each mix to be used such as for travel way and otherwise, and whenever a change in fine or coarse aggregates is necessary. Further, the Contractor shall provide a notarized certificate of compliance with these specifications for all materials proposed to be used in the production of each concrete mix for the project. This certification shall provide information identifying the source of raw materials, manufacturing facility and supplier of each material. Any changes in the source of raw materials, manufacturing facilities and/or suppliers of any of the materials shall require that the contractor conduct trial mixes to verify that the performance of concrete meets all specification requirements and provide certified laboratory test results performed on the concrete trial mix to the Engineer prior to their use in the project.

b. The Contractor shall submit for the record, prior to the start of concreting operations, the proposed mix, including the aggregate gradings to be used, with certified laboratory reports on the tests performed on trial mixes, including permeability test at 28 days of water curing according to Table 934-1 and Table 934-2. In the event that the proportions of concrete mixture designed by the Contractor do not produce concrete of the specified strength and permeabilitylevel, the contractor shall adjust the mix accordingly in order to obtain the required strength and permeability, at no additional cost to the Authority, and shall submit new certified test results.

SP-934-6

c. Whenever the Contractor modifies the concrete mix, other than minor adjustment in the relative quantities of fine and coarse aggregates, he shall submit copy of the new mix design to the Engineer together with copies of test results of the new mix for approval before using the mix in the project.

d. In the event ready-mixed concrete from a commercial plant is used by the Contractor, such concrete and plant shall meet the requirements of AASHTO M-157 except as modified by these specifications and shall have been inspected and approved by the Authority for use on its projects within the last six months.

e. The concrete mix shall be of adequate fresh concrete properties to be placed, consolidated and finished without segregation or defects that will affect the performance of the concrete in service. The Contractor is responsible to ensure that the concrete mix proportions are adequate to meet the minimum standards of practice for the concrete's intended use.

934-2.07 Intentionally Omitted

934-2.08 Chemical Admixtures - All chemical admixtures shall meet the requirements of this Section in addition to the requirements of Specification Section 711 - "Concrete Curing Materials and Admixtures."

Unless otherwise stated herein, the provisions of Specification Section 711 - "Concrete Curing Materials and Admixtures" shall apply. Use all admixtures in accordance with manufacturers' recommendations. All admixtures must be submitted to the Engineer prior to their use in the production of concrete.

a. Do not use admixtures which have not been incorporated and tested in accepted and approved mixes.

b. Contractor shall submit the manufacturer’s written certification of compliance with the specifications.

c. Use only admixtures that are compatible with each other, and that produce the desired concrete properties.

d. Water Reducing and Set Controlling Admixtures shall meet the requirements of ASTM

C494.

e. Admixtures containing more than 0.05 percent chloride ions shall not be used in the concrete mix.

f. The use of calcium chloride as an admixture will not be permitted.

g. Anti-Washout Admixtures (AWA) may be used for placing concrete underwater provided all of the manufacturer's recommendations are followed. Testing shall be conducted on trial batches to ensure that concrete containing AWA meets the specifications.

h. Pigments for Integrally Colored Concrete - Concentrated color pigments containing no fillers, adulterants or admixtures that will affect characteristics or performance of concrete mix design, in accordance with ASTM C979. It shall be free of calcium chlorides and shall be coordinated with curing procedures as stated in Article 934-3.20.

i. Corrosion inhibitor: Calcium nitrite for the protection of reinforcing steel, prestressed strands, and accessories against chloride induced corrosion. Submit the following data and certification for the corrosion inhibitor:

1. Test results and performance data for each of the Physical Requirements (Table 1) of ASTM C 494 or AASHTO M-194 for any type of admixture.

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2. Concrete corrosion inhibitor supplier shall submit documentation, either in the form of literature or a letter from an authorized representative of the manufacturer, which documents that the chloride protection level meets or exceeds fifteen (15) lb/cy.

j. Water reducing, set retarding, or superplasticizers chemical admixtures may be used at the option of the Contractor but subject to approval by the Engineer. The Contractor shall designate in advance the particular types, trade names and manufacturer of admixtures that he proposes to use and only such admixtures as are approved by the Engineer shall be incorporated into the concrete.

k. Retarding admixtures may be used when the setting time of concrete must be retarded for proper placement. The quantity of admixture added to the mix shall be the minimum required for minimum retardation consistent with placing conditions. Retarding admixtures, when used, shall be added at the plant.

l. Use high range water reducing admixture in concrete mixtures incorporating microsilica.

m. Shrinkage Reducing Admixture: Shrinkage reducing admixtures may be used at the option of the Contractor but subject to approval by the Engineer. The Contractor shall designate in advance the particular type, trade name, manufacturer, and proposed dosage rate of the admixture that he proposes to use and only such admixture as approved by the Engineer shall be incorporated into the concrete. Contractor shall submit to the Engineer manufacturer’s product data, recommendations for use and test results and performance data of the proposed admixture.

934-2.09 Sampling and Testing -

a. Compliance with the applicable requirements included in the above articles will be determined in accordance with the following AASHTO standards:

Sampling Fresh Concrete........................................ T 141 Permeability …………………………………........ T 277 Size of Aggregates ……………………….…......... T 27 Making and Curing Concrete Test Specimens in the Field ………………………………….......... T 23 Compressive Strength of Cylindrical Concrete Specimens ……………………………... T 22 Sampling and Testing for Total Chloride Ion in Concrete and Concrete Raw Materials ……........... T 260

b. Sampling frequency for compressive strength and permeability tests of concrete will be as follows:

(1) One set of six cylinders shall be obtained for each 25 cubic meters of concrete or fraction thereof placed each day for testing at 7 and 28 days. In addition to the stated above, two four inches in diameter cylinders shall be obtained for each 25 cubic meters of concrete or fraction thereof placed each day for permeability testing by AASHTO T-277.

(2) For Prestressed concrete classes, additional sets of 3 cylinders each will be obtained as required to determine when the load transfer can be made on prestressed units or the tensioning of the steel initiated on post-tensioned units. In addition to the stated above, two four inches in diameter cylinders shall be obtained for each unit for permeability testing by AASHTO T-277.

(3) Additional sets of specimens will be made as needed to determine when forms may be removed or when a structure may be put into service or if the Engineer deems it necessary to

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determine the acceptability of concrete. All specimens tested to obtain an indication of the strength of the concrete in the structure for the purpose of proceeding with construction activities must be cured under conditions representative of those existing in the actual structure.

(4) The Contractor shall furnish at his expense all metal molds or single use plastic molds with manufacturer provided lids, conforming to AASHTO M 205 and T 23 that are necessary to comply with the required frequency of sampling. As a subsidiary obligation, when using single use plastic molds, the Contractor shall furnish stripping tools for removing the sample from the mold. Cardboard molds will not be accepted. The contractor shall supply four inches molds for permeability testing, as necessary, to comply with the required frequency of sampling.

(5) The concrete for the test specimens will not be measured for payment but shall be furnished by the Contractor without additional compensation.

c. Intentionally Omitted

d. For concrete intended for use on the travel way for vehicular travel, samples will be taken, at the Authority’s discretion, of the fresh mix, the mortar will be washed out and the remaining aggregates will be tested for compliance with the requirements of Article 934-2 of this specification as to polishing value of the coarse aggregate.

934-2.10 Basis of Acceptance -

a. In general, the acceptability of the quality of the concrete delivered to or made at the job site will be based on aggregate tests and on the results of standard compressive strength and permeability tests of representative samples at 28 days as covered by these specifications. However, this does not relieve the responsibility of the Contractor for the concrete during placement, consolidation, finishing, curing and protection prior to final acceptance by the Authority.

b. Failure of the fine and coarse aggregate to meet the polishing value requirements may be cause of the rejection and removal of concrete for use on vehicular travel ways at no cost to the Authority.

c. Intentionally Omitted.

d. Intentionally Omitted.

e. The compressive strength of the quantity of concrete placed and represented by one set of cylinders shall be determined as the average of the three cylinders comprising the set. If any cylinder shows evidence of improper sampling, molding, handling, curing or testing, the test result of such defective cylinder shall be discarded and the compressive strength of the concrete represented shall be determined from the test results of the remaining cylinders. Low strength shall not be a basis for discarding a cylinder test result.

f. The compressive strength level of an individual class of concrete will be considered satisfactory if both of the following requirements are met:

(1) The moving average off all sets of three consecutive strength tests equals or exceeds the specified compressive strength. The following applies to the computation of the moving average:

(a) The first moving average value shall be computed by averaging the test results of the first three sets of cylinders. Subsequent moving average values shall be computed by dropping the test result of the first cylinder set in the previous average, adding the test results of the next cylinder set and computing a new average.

(b) The cylinder strength test values shall be entered into the moving average

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computations in the same chronological order that the concrete is delivered and sampled.

(c) Test values of cylinder sets representative of concrete that fails to meet the acceptance criteria and is rejected and removed will be eliminated from the moving average computation.

(2) No individual strength test (average of cylinders set) falls below the specified compressive strength by more than 500 psi if the specified compressive strength of the concrete is less than or equal to 5,000 psi or 10 percent of the specified compressive strength if the specified compressive strength is greater than 5,000 psi.

g. Should concrete used in the work fail to conform to the requirements in paragraph “f” above, the Contractor shall, at his expense, make corrective changes, subject to the approval of the Engineer, in the material mix proportions or in the concrete fabrication procedures, before placing additional concrete.

In addition, such corrective changes shall be made when the compressive strength of concrete tested at 7 days consistently indicates that the concrete will not attain the specified compressive strength at 28 days.

h. When the moving average fails to meet the compressive strength requirement, the in-place concrete will be considered deficient but will be accepted, if the deficiency in the moving average does not exceed 300 psi and if no individual cylinders set is deficient by more than 500 psi for specified compressive strengths not exceeding 5,000 psi or 10 percent of the specified strength for specified compressive strengths over 5,000 psi, but payment for the concrete represented by the failing averages will be at a reduced unit price as specified in Article 934-5.05. When the moving average is deficient by more than 300 but not over 500 psi for specified compressive strengths not exceeding 5000 psi or 10 percent of the specified strength for specified compressive strengths over 5,000 psi and no individual cylinder set is deficient by more than 500 psi for specified compressive strengths not exceeding 5,000 psi or 10 percent of the specified strength for specified compressive strengths over 5,000 psi, the deficient concrete may be accepted, at the discretion of the Authority, subject to a satisfactory structural analysis at the Contractor’s expense and to applicable unit price reduction as per Article 934-5.05.

i. All concrete represented by a cylinder set which shows a strength falling below the specified value by more than 500 psi for specified compressive strengths not exceeding 5,000 psi or 10 percent of the specified strength for specified compressive strengths over 5,000 psi will be considered deficient and will be rejected.

j. The Contractor may elect to drill core samples of the hardened concrete classified as deficient under paragraphs “h” and “i” above, at his expense but under the direction and supervision of the Engineer, to be tested at the Authority’s laboratory. The following criteria shall govern the coring program:

(1) The obtaining and testing of drilled cores shall be in accordance with AASHTO T

24 and T 22. Moisture conditioning shall be in accordance with paragraph 6.3 of T 24.

(2) The cores shall be drilled no earlier than 28 days and no later than 56 days after the pouring of the concrete in question.

(3) A minimum of three cores shall be taken for each 25 cubic meters, or fraction thereof, of concrete classified as deficient as a result of the cylinder tests. Cores shall be taken at random locations selected by the Engineer.

(4) The core strength shall be the average of all cores tested. The concrete represented by the core tests will be considered acceptable if the average of the cores is equal to at least 85 percent of the specified compressive strength and if no single core test is less than 75 percent of the specified compressive strength. If concrete represented by the cores fails to meet any of the above requirements will be considered rejected.

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(5) Should the first set of cores show deficient strength, the contractor will have the option, at his expense, of obtaining one additional set of cores for further testing. These additional cores shall not be drilled no later than 56 days after the pouring of the concrete in question, shall not exceed the number drilled for the first set and shall be subjected to the criteria in paragraphs (1), (3) and (4) above.

However, the results of all cores tested will be used in determining the average strength of the questioned concrete. If concrete represented by the cores fails to meet any of the above requirements will be considered rejected.

(6) The Contractor shall repair at his expense the core holes.

k. Concrete that fails both the cylinder and core strength tests acceptance criteria will be rejected and shall be removed and disposed of at the Contractor’s expense. In some cases, the location of rejected concrete may be such as to require the removal, at the Contractor’s expense, of otherwise satisfactory concrete. The removal shall be performed in such a manner as will not cause damage to the remaining concrete or to other units of the structure.

l. When the cylinder tests results indicate that the concrete mix meets the specified strength but the Authority has reasonable doubts as to the actual strength of the in-place concrete due to deficiencies in the placing, consolidation, curing or protection of the concrete, the Authority may order the Contractor to have cores drilled following the procedures specified in paragraph “j” above. If these cores meet the acceptance criteria specified in “j” above, the Authority will bear the cost of the drilling, testing and repair.

However, if the cores fail, the Contractor shall bear the cost and the concrete represented by the failing cores will be subject to rejection and removal as determined by the Authority.

m. Intentionally Omitted

n. The permeability of the quantity of concrete placed and represented by one cylinder shall be determined as the average of two approximately 2 inch in height specimens taken at the top and bottom of the cylinder.

o. The permeability level of an individual class of concrete will be considered satisfactory if the average of the two approximately 2 inch in height specimens taken from the first cylinder is less than the value stated in table 934-2.

p. Should concrete used in the work fail to conform to the requirements in paragraph "o" above, the

Contractor shall, at his expense, make corrective changes, subject to the approval of the Engineer, in the material mix proportions or in the concrete fabrication procedures, before placing additional concrete.

q. When the average of the two approximately 2 inch in height specimens taken at the top and bottom of the cylinder fails to meet the permeability requirement, the in-place concrete will be considered deficient but will be accepted, if the deficiency in the average does not exceed 1,000 Coulombs above the permeability level stated in the contract, but payment for the concrete represented by the failing averages will be at a reduced unit price as specified in Article 934-5.06. When the average of the two approximately 2 inch in height specimen taken at the top and bottom of the cylinder is greater than 1,000 Coulombs above the permeability level stated in the contract, the Authority may reject and require the removal and replacement of any lot or unit. Said removal shall be performed in such a manner as will not cause damage to the remaining concrete or to other units of the structure. If the Authority allow the deficient lot to remain in place the applicable unit price reduction as per Article 934-5.06 will be applied. These deductions will be in addition to the deductions for compressive strength described in 934-5.05. The total deduction will never exceed 90% of the contract unit price.

r. When a lot fails the permeability requirements, the Contractor may request re-testing of the lot at 84 days after placement in the structure. The Contractor’s request for retesting shall be submitted in writing to the Engineer prior to 77 days after placement of the concrete represented by the failing lot. Re-testing

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shall consist of taking two approximately 2 inch in height specimens from the top and bottom of the…