University System of New Hampshire Design/Build Services for UNH Water Treatment Plant Replacement

PART 1-B SUBMITTAL

SPECIFICATIONS

Waterline Industries & Woodard & Curran

PROJECT ID NO. 2008-0038

Issue Date: May 2017

UNH Water Treatment Plant Replacement

Durham, New Hampshire

TAB SECTION CONTENT

1 DIVISION 02 EXISTING CONDITIONS

02 41 14 Selective Site Demolition and Restoration

02 41 15 Drainage Structure Removal

02 46 00 Guardrails

2 DIVISION 03 CONCRETE

03 30 00 Cast-in-Place Concrete

03 30 20 Concrete Placing, Curing, and Finishing

3 DIVISION 04 MASONRY

04 81 00 Unit Masonry Assemblies

4 DIVISION 06 WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry

06 17 53 Shop-Fabricated Wood Trusses

06 40 00 Interior Architectural Woodwork

5 DIVISION 07 THERMAL AND MOISTURE PROTECTION

07 84 13 Through-Penetration Firestop Systems

07 92 00 Joint Sealants

6 DIVISION 10 SPECIALTIES

10 14 23 Panel Signage

7 DIVISION 21 FIRE SUPPRESSION

21 13 10 Fire Suppression

8 DIVISION 22 PLUMBING

22 05 00 Common Work Results for Plumbing

22 05 23 General-Duty Valves for Plumbing Piping

22 05 29 Hangers and Supports for Plumbing Piping and Equipment

22 05 53 Identification for Plumbing Piping and Equipment

22 07 00 Plumbing Insulation

22 11 16 Domestic Water Piping

22 13 16 Sanitary Waste and Vent Piping

22 14 13 Facility Storm Drainage Piping

22 14 23 Storm Drainage Piping Specialties

22 16 13 Facility Natural-Gas Piping

TABLE OF CONTENTS

SPECIFICATIONS

PROJECT ID NO. 2008-0038

Issue Date: May 2017

UNH Water Treatment Plant Replacement

Durham, New Hampshire

TAB SECTION CONTENT

TABLE OF CONTENTS

SPECIFICATIONS

9 DIVISION 23 HVAC

23 05 00 Common Work Results for HVAC

23 05 19 Meters and Gauges for HVAC Piping

23 05 29 Hangers and Supports for HVAC Piping and Equipment

23 05 53 Identification for HVAC Piping and Equipment

23 21 13 Hydronic Piping

23 31 13 Metal Ducts

10 DIVISION 26 ELECTRICAL

26 05 00 Common Work Results for Electrical

26 05 13 Medium Voltage Cable

26 05 19 Low-Voltage Electrical Power Conductors and Cables

26 05 26 Grounding and Bonding for Electrical Systems

26 05 33 Raceways and Boxes for Electrical Systems

26 05 43 Underground Ducts and Raceways for Electrical Systems

26 08 00 Commissioning of Electrical Systems

26 21 00 Low-Voltage Electrical Service Entrance

26 41 00 Facility Lightning Protection

11 DIVISION 28 ELECTRONIC SAFETY AND SECURITY

28 31 00 Fire Alarm Systems

12 DIVISION 31 EARTHWORK

31 10 00 Site Clearing

31 14 13.16 Soil Stockpiling

31 25 00 Erosion and Sedimentation Controls

13 DIVISION 32 EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving

32 16 13 Curbs and Gutters

32 16 14 Granite Curbs

32 17 23 Pavement Markings

32 31 13 Chain Link Fences and Gates

32 90 00 Planting

14 DIVISION 33 UTILITIES

33 11 00 Water Utility Distribution Piping

33 12 16 Water Utility Distribution Valves and Fittings

33 31 00 Sanitary Utility Sewerage Piping

33 39 13 Sanitary Utility Sewerage Manholes, Frames, and Covers

33 39 15 Sanitary Utility Sewerage Manhole Inverts

33 41 00 Storm Utility Drainage Piping

33 49 00 Storm Drainage Structures

15 DIVISION 40 PROCESS INTEGRATION

40 00 00 Common Work Results for Process

PROJECT ID NO. 2008-0038 UNH Water Treatment Plant Replacement

Issue Date: May 2017 Durham, New Hampshire

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-1

SECTION 02 41 14

SELECTIVE SITE DEMOLITION AND RESTORATION

PART 1 – GENERAL

1.01 SUMMARY

A. Section Includes

1. Site demolition including clearing, stripping or ordinary excavation of existing bituminous or cement concrete pavements, soils, foundations, bituminous or cement concrete curbs, bituminous or cement concrete sidewalks, grassed areas, demolition, dismantling, replacement and restoration Work, stacking of reusable and disposal of waste and surplus materials and tree protection and removal in accordance with this Section and applicable reference standards listed in Article

1.03.

B. Related Requirements

1. Section 32 90 00 – Planting

1.02 PRICE AND PAYMENT PROCEDURES

A. Measurement and payment requirements: per Division 01 General Requirements.

1.03 REFERENCES

A. Reference Standards

1. NHDOT

a. Standard Specifications and Supplements and Construction Details

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination, Sequencing, and Scheduling: per Division 01 General Requirements.

1.05 SUBMITTALS

A. Submit in accordance with Division 01 General Requirements.

B. Closeout and Maintenance Material Submittals: per Division 01 General Requirements.

1.06 QUALITY ASSURANCE

A. Provide in accordance with Division 01 General Requirements.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Provide in accordance with Division 01 General Requirements.

1.08 SITE CONDITIONS

A. Existing Conditions: per Division 01 General Requirements.

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-2

PART 2 – PRODUCTS (NOT USED)

PART 3 – EXECUTION

3.01 GENERAL

A. Perform selective Site demolition in accordance with NHDOT Section 202.

B. Comply with General Requirements for temporary construction controls, protections, and waste disposal.

1. Ensure against damage or injury to buildings, occupants, and adjacent property from falling debris or other causes. Avoid damage to adjacent areas, facilities, and appurtenances.

2. Maintain free and safe passage to and from Site.

3. Legally dispose of waste, surplus and unsatisfactory materials including bituminous or cement concrete, debris, common excavation, cold planning, and reclamation immediately as it accumulates during clearing, grubbing, stripping, demolition, and other Site preparation. Burying is not allowed.

3.02 SITE DEMOLITION

A. Clear Site of construction debris and waste materials, including grass, bushes, trees, broken concrete, fencing, pipes, lumber and steel pieces, rags and plastics, within limits of Work as shown on Drawings or as directed.

B. Strip or excavate existing bituminous or cement concrete pavements, soils, foundations, bituminous or cement concrete curbs, bituminous or cement concrete sidewalks, and grassed areas.

C. Demolish and remove existing bituminous pavement, bituminous and concrete walkways, curbing, grass borders and landscaping, bushes, shrubs and vegetation as necessary to construct drainage improvements. Remove existing obstructions and debris, cut trees, bushes, root stumps, waste stones, wood, lumber, metal, plastic, and other unsuitable materials, above, at, or below grade that may interfere with or obstruct the Work, whether or not shown on Drawings.

D. Remove and stockpile top soil, curb stones, utility castings and other materials for reuse as shown or directed by Engineer.

E. Stockpile recovered materials acceptable to Engineer to be reused on Project and protect against damage or deterioration.

F. Do not cut, remove, destroy, or trim trees and shrubs unless specifically marked or permitted. Do not remove tree branches using excavating equipment. Provide that required trimming is performed by a licensed arborist.

1. Protect trees or vegetation outside limits of Work area.

2. Tree Removal (4-48 inches in diameter)

a. Cut existing trees and expose by excavation, remove or cut, as required, tree stumps and root systems as shown on Drawings and as directed.

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-3

Remove and legally dispose of tree stumps, roots, organic matter and unsuitable materials.

G. Protect integrity of remaining structures, appurtenances and equipment during demolition, removal and alteration to existing structures, appurtenances, utility pipes, castings, fences, walkways, posts, stairs and other physical features.

H. Maintain slopes longitudinally and laterally to ensure proper and continuous drainage.

Field adjust roadway gutter grades to be consistent with existing drainage pattern.

I. If cobblestones are encountered, carefully stack excavated cobblestone.

J. Leave abandoned underground piping in place, plug or cap and fill with flowable control density fill. Remove or cut abandoned underground piping castings a minimum 12 inches below finished surface and area backfilled.

K. Cut sections of piping to be removed to nearest solid support or provide appropriate new supports and cap remaining ends before backfilling, unless noted on Drawings or directed by Engineer.

L. Cut openings in existing masonry Work to provide for a suitable bond. Clean, square and plumb openings for installation of new Work. Thoroughly clean cut surfaces of loosened materials.

3.03 SAWCUTS IN EXISTING PAVEMENTS AND SIDEWALKS

A. Neatly saw cut edges of excavations in existing pavements and sidewalks along either a straight line or design curved line as shown in Drawings. Ragged, uneven edges are not acceptable.

B. Saw cut existing pavement through its full depth or to elevation of abutting proposed pavement subgrade, whichever is less, at joints between existing and proposed pavements, and at utility trenches through existing remaining pavement. Provide a uniform, vertical surface for proposed pavement joint with existing pavement.

C. Neatly saw cut edges that become broken, ragged or undermined with minimum disturbance to remaining pavements or sidewalks, prior to placement of abutting proposed pavement.

D. Spray or paint saw cut surfaces with a uniform thin coat of RS-1 asphalt emulsion immediately before placement of hot mix asphalt material against surface.

3.04 REPAIR, REPLACEMENT AND RESTORATION

A. Match materials of repair or restoration to existing adjacent surfaces in finish and texture as closely as possible. Make joints between new and existing Work inconspicuous.

B. Replace or restore items damaged, dislocated or dismantled to original condition.

C. Re-plant trees designated on Drawings in accordance with Section 32 90 00.

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-4

3.05 FIELD QUALITY CONTROL

A. Provide in accordance with Division 01 General Requirements.

3.06 CLOSEOUT ACTIVITIES

A. Provide in accordance with Division 01 General Requirements.

END OF SECTION

DRAINAGE STRUCTURE REMOVAL 02 41 15-1

SECTION 02 41 15

DRAINAGE STRUCTURE REMOVAL

A. Section Includes

1. Provide removal of drainage structures in accordance with this Section and applicable reference standards listed in Article 1.03.

B. Related Requirements

1. Section 31 00 00 – Earthwork

1.02 PRICE AND PAYMENT PROCEDURES

A. Measurement and payment requirements: per Division 01 General Requirements.

1.03 REFERENCES

A. Reference Standards

1. NHDOT

a. Standard Specifications and Supplements, and Construction Details

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination, Sequencing, and Scheduling: per Division 01 General Requirements.

1.05 SUBMITTALS

A. Submit in accordance with Division 01 General Requirements.

B. Closeout and Maintenance Material Submittals: per Division 01 General Requirements.

1.06 QUALITY ASSURANCE

A. Provide in accordance with Division 01 General Requirements.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Provide in accordance with Division 01 General Requirements.

DRAINAGE STRUCTURE REMOVAL 02 41 15-2

PART 3 – EXECUTION

3.01 REMOVAL

A. Remove drainage structures identified in accordance with NHDOT Section 202 and

Drawings.

B. Remove and stack cast frames, covers and grates.

1. Legally dispose of castings if Owner does not keep, or castings are deemed not serviceable by Engineer.

C. Plug inlets and outlets and remove masonry and concrete.

D. Fill cavity with control density fill specified in Section 31 00 00.

3.02 FIELD QUALITY CONTROL

A. Provide in accordance with Division 01 General Requirements.

3.03 CLOSEOUT ACTIVITIES

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-1

SECTION 02 46 00

GUARDRAILS

A. Section Includes

1. Furnish and install steel guardrails in accordance with the specifications and in close conformity with the lines and grades shown on the plans or established by the Engineer.

B. Related Requirements

1. Section 31 00 00 – Earthwork

2. Section 03 30 00 – Cast-in-Place Concrete

1.02 PRICE AND PAYMENT PROCEDURES

A. Measurement and payment requirements: per Division 01 General Requirements.

1.03 REFERENCES

A. Reference Standards

1. NHDOT

a. Standard Specifications and Supplements and Construction Details

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination, Sequencing, and Scheduling: per Division 01 General Requirements.

1.05 SUBMITTALS

A. Submit in accordance with Division 01 General Requirements.

B. Closeout and Maintenance Material Submittals: per Division 01 General Requirements.

1.06 QUALITY ASSURANCE

A. Provide in accordance with Division 01 General Requirements.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Provide in accordance with Division 01 General Requirements.

SELECTIVE SITE DEMOLITION AND RESTORATION 02 41 14-2

2.01 GENERAL

A. Materials will meet the requirements specified in NHDOT Section 606.2.4.

PART 3 – EXECUTION

3.01 GENERAL

A. The construction of guard rail includes the assembly and erection of all components parts and materials complete at the locations shown on the plans or as directed.

3.02 STEEL POSTS

A. Posts will be set plumb, in hand or mechanically dug holes, or driven, and then backfilled with acceptable material placed in layers and thoroughly compacted.

B. If driven, the posts will be provided with suitable driving caps and equipment used which will prevent battering or injury to posts. Posts damaged or distorted because of driving will be removed and replaced with approved posts.

C. Guard posts to be set in areas of proposed bituminous concrete surfacing will be erected prior to laying the surrounding finished surface unless otherwise permitted by the

Engineer.

D. Posts will be spaced as shown on plans.

3.03 STEEL BEAM RAIL

A. The rail must be erected to form a smooth continuous rail conforming to the required line and grade. The rail element must be spliced by lapping in the directions of the traffic or by other approved methods. The holes in the rail element nearer the posts must be slotted to facilitate erection and to permit expansion. The rail must make full contact at each splice.

B. All bolts, except where otherwise required at expansion joints will be drawn tight. Bolts through expansion joints must be drawn up as tightly as possible without being too tight to prevent the rail elements from sliding past one another longitudinally.

PROJECT ID NO. 2008-0038 UNH Water Treatment PlantReplacement

CAST-IN-PLACE CONCRETE 03 30 00-1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

A. Section Includes

1. Provide cast-in-place concrete in accordance with this Section and applicable reference standards listed in Article 1.03.

B. Related Requirements

1. Section 03 30 20 – Concrete Placing, Curing and Finishing

1.02 PRICE AND PAYMENT PROCEDURES

A. Measurement and payment requirements: per Division 01 General Requirements.

1.03 REFERENCES

A. Reference Standards

1. American Concrete Institute International (ACI)

a. ACI – 117 Specifications for Tolerances for Concrete Construction and

Materials and Commentary

b. ACI 301 – Specifications for Structural Concrete

2. ASTM International (ASTM)

a. ASTM C31 – Standard Practice for Making and Curing Concrete Test

Specimens in the Field

b. ASTM C33 – Standard Specification for Concrete Aggregates

c. ASTM C40 – Standard Test Method for Organic Impurities in Fine

Aggregates for Concrete

d. ASTM C88 – Standard Test Method for Soundness of Aggregates by

Use of Sodium Sulfate or Magnesium Sulfate

e. ASTM C94 – Standard Specification for Ready-Mixed Concrete

f. ASTM C131 – Standard Test Method for Resistance to Degradation of

Small-Size Coarse Aggregate by Abrasion and Impact in the Los

Angeles Machine

g. ASTM – C143 Standard Test Method for Slump of Hydraulic-Cement

Concrete

h. ASTM C150 – Standard Specification for Portland Cement

i. ASTM C173 – Standard Test Method for Air Content of Freshly Mixed

Concrete by the Volumetric Method

j. ASTM C231 – Standard Test Method for Air Content of Freshly Mixed

Concrete by the Pressure Method

k. ASTM C260 – Standard Specification for Air-Entraining Admixtures for

Concrete

l. ASTM C494 – Standard Specification for Chemical Admixtures for

Concrete

CAST-IN-PLACE CONCRETE 03 30 00-2

m. ASTM C535 – Standard Test Method for Resistance to Degradation of

Large-Size Coarse Aggregate by Abrasion and Impact in the Los

Angeles Machine

n. ASTM C595 – Standard Specification for Blended Hydraulic Cements

o. ASTM C618 – Standard Specification for Coal Fly Ash and Raw or

Calcined Natural Pozzolan for Use in Concrete

p. ASTM C989 – Standard Specification for Slag Cement for Use in

Concrete and Mortars

q. ASTM C1116 – Standard Specification for Fiber-Reinforced Concrete

r. ASTM C1157 – Standard Specification for Hydraulic Cement

s. ASTM C1260 – Standard Test Method for Potential Alkali Reactivity of

Aggregates (Mortar-Bar Method)

t. ASTM C1293 – Standard Test Method for Determination of Length

Change of Concrete Due to Alkali-Silica Reaction

u. ASTM C1567 – Standard Test Method for Potential Alkali-Silica

Reactivity of Combinations of Cementitious Materials and Aggregate

(Accelerated Mortar-Bar Method)

v. ASTM C1582 – Standard Specification for Admixtures to Inhibit

Chloride-Induced Corrosion of Reinforcing Steel in Concrete

w. ASTM C1602 – Standard Specification for Mixing Water Used in

Production of Hydraulic Cement Concrete

x. ASTM E329 – Standard Specification for Agencies Engaged in the

Testing and/or Inspection of Materials Used in Construction

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination, Sequencing, and Scheduling: per Division 01 General Requirements.

1.05 SUBMITTALS

A. Submit in accordance with the Division 01 General Requirements.

1. Product Data

a. Admixtures

b. Fibermesh

2. Certificates

a. Plant certification: concrete plant certified by National Ready Mixed

Concrete Association.

3. Design Data for Each Concrete Mixture

a. Submit at minimum 14 days before initial placement of concrete.

b. Proportions for all ingredients, 28-day design compressive strength, water to cementitious materials ratio, admixture dosages, slump, and air content.

c. Test data supporting proportions based upon laboratory trial batches or field test records per ACI 301 Section 4, Concrete Mixtures.

1) Field test data used to determine standard deviation used for establishing required average design strength shall be from within previous 12 months, per ACI 301.

2) Field test data documenting that proposed concrete proportions will produce an average compressive strength equal to or greater than required average compressive strength shall be from within

12 months.

3) Laboratory trial batch data shall be from within previous 24 months.

CAST-IN-PLACE CONCRETE 03 30 00-3

4. Test Reports

a. Provide reports by testing agencies meeting ASTM E329.

b. Cement: certified mill reports, not older than 90 days.

c. Supplementary cementitious materials: source and test reports for actual material to be used in Work, not older than 90 days.

d. Fly ash

e. Ground granulated blast-furnace slag

f. Aggregate

1) Data not older than 90 days, except test data for soundness, abrasion, and alkali reactivity - not older than 1 year.

2) Fine and coarse aggregate data, except as noted

3) Sources

4) Specific gravity

5) Sieve analyses per ASTM C33 (including fineness modulus of fine aggregate)

6) Organic impurities for fine aggregate per ASTM C40

7) Potential alkali reactivity (not required if a cement containing less than 0.60 percent alkalis is used, per ASTM C33) per ASTM

C1260, ASTM C1293, or ASTM C1567

8) Soundness per ASTM C88

9) Abrasion for coarse aggregate per ASTM C131 and ASTM C535

5. Manufacturet Instructions

a. Admixtures

b. Fibermesh

B. Closeout and Maintenance Material Submittals: per Division 01 General Requirements.

1.06 QUALITY ASSURANCE

A. Provide in accordance with Division 01 General Requirements.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Provide in accordance with Division 01 General Requirements.

B. Storage and Protection for Material for On Site Batching

1. Carefully store cement immediately upon receipt in a weatherproof structure, as airtight as practical to prevent moisture absorption, stacked closely to reduce air circulation, but not against exterior walls. Allow easy access for inspection and shipment identification.

2. Transfer bulk cement to elevated airtight weatherproof bins. Test quality of cement that has been stored for suitability if quality is questionable and do not use without approval.

3. Store aggregates to prevent contamination by foreign materials and in separate piles by size. Build coarse aggregate stockpiles in horizontal layers not exceeding

4-feet in depth to avoid segregation.

CAST-IN-PLACE CONCRETE 03 30 00-4

PART 2 – PRODUCTS

2.01 SOURCE

A. Provide concrete supplied from a single commercial ready-mix plant, mixed and delivered in accordance with requirements of ASTM C94.

2.02 CONCRETE MATERIALS

A. Concrete mixture design

1. Per ACI 301, Section 4, Concrete Mixtures.

2. 28-day design compressive strength: 4,500 pounds per square inch, where indicated on drawings. Water to cementitious materials ratio: not to exceed 0.42 except as otherwise specified.

3. 28-day design compressive strength: 4,000 pounds per square inch, where indicated on drawings. Water to cementitious materials ratio: not to exceed 0.45 except as otherwise specified.

4. Provide designs of required strength, water to cementitious materials ratio, slump, and workability for placing conditions and specified finishes without segregation.

5. Slump

a. Per ASTM C143.

b. Four inches, unless otherwise specified, with tolerance at point of delivery per ACI 117.

c. Two to four inches before specified mid-range water reducting admixture is added, and a maximum of six inches at point of delivery after admixture is added.

d. Two to four inches before specified high-range water reducing admixture is added, and maximum slump of eight inches at point of delivery after admixture is added.

B. Cement: ASTM C150, Type II cement.

C. Supplementary cementitious materials

1. Fly ash (optional)

a. ASTM C618, Class F

b. Maximum loss of ignition: 3.0 percent

c. Not less than 15 percent or more than 25 percent of weight of cement plus fly ash

2. Ground-granulated blast furnace (GGBF) slag (optional)

a. ASTM C989

b. Activity classification: Grade 100 or 120

c. Not less than 25 percent or more than 50 percent of weight of cementitious material

3. Fly ash plus GGBF slag

a. Maximum 50 percent of total cementitious materials

b. Fly ash portion maximum 25 percent of total cementitious materials

c. Minimum portland cement: 337 pounds per cubic yard of concrete

CAST-IN-PLACE CONCRETE 03 30 00-5

D. Aggregate

1. Meet ASTM C33, as amended herein. Evidence of a satisfactory service record in lieu of testing for alkali reactivity is not permitted.

2. Do not use crushed hydraulic cement concrete for aggregate.

3. Aggregate reactivity testing: per ASTM C1260. Do not use aggregate having a

14 day expansion greater than 0.10 percent (considered potentially reactive), except if tested per ASTM C1567, the 14 day expansion is not greater than 0.10 percent, or if tested per ASTM C1293, the 2-year expansion is not greater than

0.04 percent, or if cement containing less than 0.60 percent alkalis is used per

ASTM C33.

4. Fine aggregates: Sand or screenings of gravel or crushed stone, well graded from fine to coarse; clean and free from soft particles, clay, loam and organic matter, with volume removed by sedimentation not more than 3 percent.

a. Organic impurities testing: per ASTM C40. Color of supernatant liquid above test Sample, not darker than organic plate No. 3.

b. Grading

U.S. Standard Sieve Percent Passing

Size 3/8-inch 100

No. 4 95 – 100

No. 8 80 – 100

No. 16 50 – 85

No. 30 25 – 60

No. 50 5 – 30

No. 100 0 – 10

c. Not more than 45 percent retained between any 2 consecutive sieves listed above. Fineness modulus, not less than 2.3 nor more than 3.1.

5. Coarse aggregates: crushed stone or washed gravel of clean, hard, durable, uncoated particles, free from dust, dirt, or other deleterious substances, and free from thin, flat, or elongated particles.

a. Nominal maximum aggregate size for slabs poured on ground, foundation mats and footings at least 15-inches thick, except where clear spacing between reinforcing bars is less than 2-inches: 1-1/2 inches.

b. Nominal maximum aggregate size at all other locations, except as specified otherwise or approved: 3/4-inch.

c. Nominal maximum aggregate sizes per grading in Table 2 of ASTM

C33: No. 467 (1-1/2 inches), No. 57 (1-inch), No. 67 (3/4-inch), No. 7

(1/2-inch), and No. 8 (3/8-inch).

E. Admixtures

1. Air-entraining admixture

a. Per ASTM C260 and chloride free

b. Provide air entrainment, except as noted below, per manufacturer's directions and this section to produce the following total entrained air

CAST-IN-PLACE CONCRETE 03 30 00-6

content determined per procedure in ASTM C173/C173M or ASTM

C231/C231M.

Nominal Maximum Size Coarse

Aggregate (inches)

Air Content By Volume (percent plus or minus 1.5)

3/8 7.5

1/2 7.0

3/4 6.0

1 6.0

1-1/2 5.5

c. Maximum air content for interior concrete slabs to be hard-troweled: 3.0 percent.

2. Mid-range water reducing agents: per ASTM C494, Type A, and with consideration of air entraining effect of water reducing agent.

3. Water reducing-retarding agents: for use when ambient temperature above 70 degrees F, replace water reducing agent in whole or part with water reducing-retarding agent meeting ASTM C494, Type D. Use amounts to produce concrete with set time equal to that at 70 degrees F without retarder.

4. Set accelerator: non-chloride type conforming to ASTM C494, Type C or E where allowed under Section 03 30 20.

5. High-range water reducing agent: ASTM C494, Type F or G (added in plant or field).

6. Corrosion Inhibiting Admixture: per ASTM C1582 where specifically required on drawings.

F. Water

1. Meet ASTM C1602.

2. Fresh and free from oil, acid, salt, alkali, sewage, organic matter, and other deleterious substances.

3. The amount of water carried on aggregate and effect of admixtures is included in water content. Provide that water carried on aggregate is determined periodically by test and amount of free water on aggregate subtracted from water added to mixture.

4. Residual, wash, or other water in drums: completely discharged prior to concrete batching (drums backed out).

5. Maximum amount of water required to produce a plastic mixture of strength and water to cementitious materials ratio specified and required density, uniformity and workability. Consistency of mixture required for specific placing conditions and methods.

6. Slump adjustment: not made at wash down, slump rack, or by any other means prior to arrival at point of delivery at Site.

7. Water added after arrival at Site: accurately metered and recorded on batch ticket.

CAST-IN-PLACE CONCRETE 03 30 00-7

G. Fibermesh: micro-reinforcement fibermesh designed to control plastic shrinkage and thermal cracking manufactured from polypropylene or nylon fibers. Concrete supplier may submit their standard polypropylene or nylon micro-fibermesh products for

Engineer’s review. Fibermesh reinforcement is limited for use for slab-on-grade reinforcement specifically denoted on drawings to be reinforced with fibermesh.

1. Polypropylene fibers: micro-reinforcement system for cast-in-place concrete manufactured from 100 percent virgin homopolymer fibrillated fibers containing no olefin materials that conforms to ASTM C1116.

a. Product: Fibermesh 300 by Propex, or approved equal

b. Specific gravity: 0.90-0.91

c. Dosage rate:1.5 pounds per cubic yard of concrete.

2. Nylon Fibers: Multimesh fiber system for cast-in-place concrete manufactured from virgin monofilament nylon fibers that conforms to ASTM C1116.

a. Product: Nycon Multimesh nylon fibers by NYCON, or equal.

b. Specific Gravity: 1.12-1.15

c. Dosage Rate: 1.0 pounds per cubic yard of concrete

2.03 SOURCE QUALITY CONTROL

A. Provide in accordance with Division 01 General Requirements.

PART 3 – EXECUTION

3.01 FIELD QUALITY CONTROL

A. Provide in accordance with Division 01 General Requirements.

B. Advise testing laboratory and field observers minimum 24 hours in advance of placing concrete to allow for scheduling observation and testing.

C. Assist testing laboratory and Engineer in obtaining and handling Samples at Site and other sources of material.

D. Provide space and electrical power at Site for facilities to be provided by Contractor’s testing agency for proper initial curing and storage of concrete test cylinders to be lab-cured as required by ASTM C31 for 48 hours after casting. For cylinders to be field-cured: per Section 03 30 20.

E. Contractor’s testing agency to store cylinders to be lab-cured at 60 degrees F to 80 degrees F in an environment preventing moisture loss from specimens such as storage in wooden boxes, and placement in damp sand pits. Shield specimens from direct sunlight and radiant heating devices. Control storage temperature by use of heating and cooling devices as necessary and record temperature with a maximum-minimum thermometer.

3.02 CLOSEOUT ACTIVITIES

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CONCRETE PLACING, CURING, AND FINISHING 03 30 20-1

SECTION 03 30 20

CONCRETE PLACING, CURING, AND FINISHING

A. Section Includes

1. Provide placing, curing and finishing of cast-in-place concrete accordance with this Section and applicable reference standards listed in Article 1.03.

2. Concrete sampling and field testing by an independent technician certified in accordance with the requirements of ACI Concrete Field Testing Technician –

Grade 1 certification program, or the requirements of ASTM C1077. Paid for by

Contractor.

3. Laboratory testing of concrete cylinders by an independent, accredited and certified testing laboratory. Paid for by Contractor.

B. Related Requirements

1. Section 03 30 00 – Cast-In-Place Concrete

1.02 PRICE AND PAYMENT PROCEDURES

A. Measurement and payment requirements: per Division 01 General Requirements.

1.03 REFERENCES

A. Reference Standards

1. American Concrete Institute International (ACI)

a. ACI 117 – Specifications for Tolerances for Concrete Construction and

Materials and Commentary

b. ACI 301 – Specifications for Structural Concrete

c. ACI 306.1 – Standard Specification for Cold Weather Concreting

d. ACI 308.1 – Standard Specification for Curing Concrete

e. ACI 350.1 – Specification for Tightness Testing of Environmental

Engineering Concrete Containment Structures

f. ACI 306R – Cold Weather Concreting

2. ASTM International (ASTM)

a. ASTM C31 – Standard Practice for Making and Curing Concrete Test

Specimens in the Field

b. ASTM C39 – Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens

c. ASTM C42 – Standard Test Method for Obtaining and Testing Drilled

Cores and Sawed Beams of Concrete

d. ASTM C143 – Standard Test Method for Slump of Hydraulic-Cement

Concrete

e. ASTM C144 – Standard Specification for Aggregate for Masonry Mortar

f. ASTM C171 – Standard Specification for Sheet Materials for Curing

Concrete

g. ASTM C172 – Standard Practice for Sampling Freshly Mixed Concrete

h. ASTM C173 – Standard Test Method for Air Content of Freshly Mixed

Concrete by the Volumetric Method

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i. ASTM C231 – Standard Test Method for Air Content of Freshly Mixed

Concrete by the Pressure Method

j. ASTM C309 – Standard Specification for Liquid Membrane-Forming

Compounds for Curing Concrete

k. ASTM C404 – Standard Specification for Aggregates for Masonry Grout

l. ASTM C578 – Standard Specification for Rigid, Cellular Polystyrene

Thermal Insulation

m. ASTM C881 – Standard Specification for Epoxy-Resin-Base Bonding

Systems for Concrete

n. ASTM C920 – Standard Specification for Elastomeric Joint Sealants

o. ASTM C1064 – Standard Test Method for Temperature of Freshly

Mixed Hydraulic-Cement Concrete

p. ASTM C1077 – Standard Practice for Agencies Testing Concrete and

Concrete Aggregates for Use in Construction and Criteria for Testing

Agency Evaluation.

q. ASTM C1315 – Standard Specification for Liquid Membrane-Forming

Compounds Having Special Properties for Curing and Sealing Concrete

r. ASTM D1751 – Standard Specification for Preformed Expansion Joint

Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

s. ASTM D1752 – Standard Specification for Preformed Sponge Rubber

Cork and Recycled PVC Expansion

t. ASTM E96 – Standard Test Methods for Water Vapor Transmission of

Materials

u. ASTM D2240 – Standard Test Method for Rubber Property - Durometer

Hardness

v. ASTM E1155 – Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers

w. ASTM E1745 – Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

B. Definitions

1. Construction joint refers to a monolithic construction joint in which surface between successive placements is prepared to enhance bond and shear transfer and reinforcement is continuous.

1.04 ADMINISTRATIVE REQUIREMENTS

A. Coordination, Sequencing, and Scheduling: per Division 01 General Requirements.

1.05 SUBMITTALS

A. Submit in accordance with Division 01 General Requirements.

B. Product Data and Manufacturer’s Instructions

1. Delivery Tickets

a. Provide duplicate delivery tickets at time of delivery for each truckload of concrete delivered

b. Serial number of ticket

c. Date and Project location

d. Name and location of ready mixed concrete plant

e. Truck number, time loaded, cubic yardage delivered

f. Dispatcher's name

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g. Mixture design, cement type, and admixtures with brand names

h. Types and quantities of cement, fly ash and/or slag (if included in approved mix design) and admixtures. Quantities of water and fine and coarse aggregate including moisture content, and nominal maximum aggregate size

i. Water added subsequent to plant batching, if any. (Only applicable if total water per mixture design is not added at plant. Addition of water such that water content of approved mixture design is exceeded will be strictly prohibited.)

j. Concrete temperature upon delivery

k. Unloading time and location

2. Curing Paper

3. Epoxy Bonding Compound

4. Evaporation Retardant

5. Cure and Seal Compound

6. Curing Compound

7. Preformed Joint Filler

C. Source and Field Quality Control Submittals

1. Methods to be used to protect concrete placed during cold weather. The

Engineer's review shall not constitute approval as Contractor shall be responsible for protection of concrete placed during cold weather.

2. Methods to be used to protect concrete placed during hot weather. The Engineer's review shall not constitute approval as Contractor shall be responsible for protection of concrete placed during hot weather.

D. Closeout and Maintenance Material Submittals: per Division 01 General Requirements.

1.06 QUALITY ASSURANCE

A. Provide in accordance with Division 01 General Requirements.

B. Concrete sampling and testing per Article 3.11.

C. Tightness Test Concrete Tanks per Article 3.12.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Provide in accordance with Division 01 General Requirements.

B. Protection

1. Provisions shall be made for maintaining new concrete in a continuously moist condition for at least seven days after placement

2. Fresh concrete shall be protected from freezing, premature drying, flowing water, and mechanical injury

3. Concrete shall not be placed while rain, sleet, or snow is falling unless acceptable protection is provided. Precipitation shall not be allowed to enter into concrete mix or damage concrete surfaces

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PART 2 – PRODUCTS

2.01 PREFORMED JOINT FILLER

A. Preformed joint filler: conform to ASTM D4819, closed cell polyethylene foam isolation joint material, 1/2-inch thick unless noted otherwise on drawings. Joint filler shall be X-

Tech by C2 Products, Inc., or equal.

2.02 CURE AND SEAL COMPOUND

A. Water Based Cure and Seal Compound: conform to ASTM C309, Type 1, and ASTM

C1315, Type 1 with minimum 25 percent solids, non-yellowing, non-staining, and UV light resistant.

1. MasterKure CC 1315WB, by Master Builders; Vocomp-25, by W.R. Meadows;

Dress & Seal WB 25, by L&M Construction Chemicals, Inc.; or equal shall be provided.

2. Approved use: water based products are preferred and approved for application to surfaces with a surface temperature above 50 degrees F for interior or exterior surfaces.

3. Limitations: not permitted for cold weather application to surfaces with temperatures less than 50 degrees F. Not permitted for surfaces to receive additional concrete fills, chemical hardeners, sealers, waterproofing, and architectural finishes such as concrete stain, paints and coatings, tile, carpet, and floor covering adhesives. Not permitted for surfaces to receive a sack-rubbed finish.

B. Solvent Based Cure and Seal Compound: conform to ASTM C309, Type 1, and ASTM

C1315, Type 1 with minimum 25 percent solids, non-yellowing, non-staining, and UV light resistant.

1. MasterKure CC 250 SB, by Master Builders; CS-309-25, by W.R.

Meadows;Dress and Seal 30, by L&M Construction Chemicals, Inc.;

2. Approved use: exterior surfaces with surface temperature above 40 degrees F.

3. Limitations: not permitted for surfaces with a surface temperature less than 40 degrees F. Not permitted for surfaces to receive additional concrete fills, chemical hardeners, sealers, waterproofing, and architectural finishes such as concrete stain, paints and coatings, tile, carpet, and floor covering adhesives. Not permitted for surfaces to receive a sack-rubbed finish.

2.03 CURING COMPOUND

A. Curing Compound: conform to ASTM C309, Type 1, Class A.

1. 1300 Clear, by W.R. Meadows; L&M Cure, by L&M Construction Chemicals, Inc.;

2. Approved use: building wall footings, building foundation walls, exterior face of basement walls, and concrete sidewalks.

3. Limitations: not permitted for building interior surfaces; exterior concrete equipment pads; concrete tank structures.

2.04 DISSIPATING CURING COMPOUND

A. Curing Compound: conform to ASTM C309, Type 1, Class B resin based curing compound that will normally oxidize and begin to wear off in 30 to 60 days.

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1. 1100 Clear, by W.R. Meadows; L&M Cure W, by L&M Construction

Chemicals, Inc.; and

2. Approved Use: concrete sidewalks and building floor slabs to receive carpet, tile, and floor covering adhesives.

2.05 CURING PAPER

A. Curing Paper: Conform to ASTM C171, for regular or white waterproof paper.

2.06 EPOXY BONDING COMPOUND

A. Epoxy Bonding Compound: conform to ASTM C881, contain 100 percent solids, and be moisture tolerant. Sikadur 32 Hi-Mod or Sikadur 32 Hi-Mod LPL, by Sika Corporation;

Sure-Bond J-58, or J-58 LPL, by Dayton Superior; or equal shall be provided.

2.07 EVAPORATION RETARDANT

A. Evaporation Retardant: water based polymer liquid placed on fresh concrete to control rate of evaporation and extend workability. E-CON as manufactured by L&M

Construction Chemicals, Inc.; SikaFilm by Sika Corporation; MasterKure ER 50 by

Master Builders; or equal.

2.08 SOURCE QUALITY CONTROL

A. Provide in accordance with Division 01 General Requirements.

PART 3 – EXECUTION

3.01 CONCRETE PLACEMENT AND JOINTING

A. Tolerances: tolerances shall conform to all requirements of ACI 117 except as modified.

B. Cold Weather Requirements

1. Cold weather concreting provisions shall be followed during cold weather: any and all periods when for more than three consecutive days average daily outdoor temperature drops below 40 degrees F. Average daily temperature is average of highest and lowest temperature during period from midnight to midnight. When temperatures higher than 50 degrees F occur during more than half of any 24-hour duration, period shall not be regarded as cold weather.

2. When freezing temperatures may occur during periods not defined as cold weather, concrete surfaces shall be protected against freezing for at least first 24 hours after placing.

3. Concrete shall not be placed on frozen subgrade. Insulate or heat subgrade to ensure temperature above 32 degrees F when concrete is placed.

4. All embedment’s having a cross sectional area of 1.0 square inch or greater, and including #9 reinforcing bars, shall be at a temperature not less than 10 degrees F at time of concrete placement.

5. Thermal protection must be provided immediately after concrete placement.

Procedures for covering, insulating, housing, and/or heating concrete shall be pre-arranged. Except when supplemental heat is provided, R-value of insulation shall be per recommendations of Chapter 9 of ACI 306R.

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6. Accelerating admixtures shall be approved at Engineer's discretion, however those containing calcium chloride shall not be permitted.

7. When combustion heaters are used, flue gases shall be vented to exterior of enclosures.

8. Concrete shall be placed and maintained at following minimum concrete placement temperatures, measured at concrete surface.

a. Sections of less than 12-inch minimum dimension: 55 degrees F.

b. Sections of 12 to 36 inches minimum dimension: 50 degrees F.

9. Concrete placement temperature shall not be higher than minimum concrete placement temperature by more than 20 degrees F.

10. Minimum concrete temperature as mixed shall be: 5 degrees F higher than minimum concrete placement temperature when air temperature is above 30 degrees F; 10 degrees F higher when air temperature is between 0 and 30 degrees

F; and 15 degrees F higher when air temperature is less than 0 degrees F.

11. Temperature shall be monitored at surface of concrete, including at corners and edges, which are more vulnerable to freezing. Concrete surface temperature and corresponding outside air temperature shall be recorded a minimum of twice per each 24-hour period.

12. Concrete shall be maintained at minimum specified temperatures for a protection period of 6 days. When an approved accelerating admixture is used, protection period may be reduced to 4 days.

13. Slabs, regardless of air content, shall not be exposed to freezing temperatures when exposed to rain, snow or other water sources, prior to reaching a compressive strength of 3,500 psi. For hard-troweled slabs, which have a maximum air content of 3.0 percent, see Article 3.07, paragraph C.3 for additional requirements.

14. Concrete shall be cooled gradually at end of protection period. Maximum allowable temperature drop at concrete surface during first 24 hours after protection period shall be: 50 degrees F for concrete sections of less than 12-inch minimum dimension; and 40 degrees F for concrete sections of 12 to 36-inch minimum dimension.

C. Hot Weather Requirements

1. Temperature of concrete when placed shall not exceed 90 degrees F. When air temperature is 90 degrees F and above, procedures to cool mixture ingredients may be warranted. These include: providing shaded storage for aggregate, frequent sprinkling or fog spraying of coarse aggregate, and using chilled batch water and/or ice. Forms and reinforcement shall be sprinkled with cold water just prior to concrete placement. When possible, placement of slabs should be scheduled after walls and roof structure are in place in order to minimize problems associated with direct sunlight and/or drying winds. Newly placed concrete shall be protected from direct sunlight.

2. Records shall be maintained of: time and location of concrete placement, air temperature, weather conditions (i.e. calm, windy, clear, and/or cloudy), relative humidity, and concrete temperature as delivered and after placement.

3. When air temperature is 90 degrees F and above: time between addition of water to cement or cement to aggregate, whichever occurs first, and time of concrete placement shall not exceed 60 minutes, except upon approval of Engineer when all tests for air content, slump and temperature are acceptable.

CONCRETE PLACING, CURING, AND FINISHING 03 30 20-7

D. Placing

1. Concrete shall be handled from truck to place of final deposit as rapidly as practicable by methods preventing segregation and/or loss of ingredients.

2. Time between addition of water to cement, or cement to aggregates, whichever occurs first, and placement of concrete shall not exceed 90 minutes. When air temperature is 90 degrees F and above, this time shall be reduced to 60 minutes.

These times may be exceeded only upon approval of Engineer, and only if all tests for air content, slump, and temperature are also acceptable.

3. Water shall be removed from all forms and excavations and Work shall be kept dry during placement. No water shall be thrown on, allowed to flow over, or rise upon concrete until it is thoroughly set.

4. Prior to placement of slabs on soil, subgrade shall be moist with no free water and no muddy or soft spots.

5. Concrete shall be directly deposited as close as possible to its final location, and shall be deposited in such manner so as to maintain a homogeneous, plastic, approximately horizontal surface.

6. Where concrete may contact soil while being placed, free fall shall be limited to a maximum of 3 feet. Concrete that has been contaminated by soil and/or other foreign matter shall be rejected. Accumulation of concrete on forms and/or on reinforcement above level of placement shall be avoided. Splashing of concrete upon formwork that is set for a subsequent concrete placement shall be prevented due to resulting marks on finished concrete.

7. Re-tempering of concrete and concrete placement against partially hardened concrete shall not be permitted. A concrete placement, once started, shall be carried out as a continuous operation until placement of entire section between construction joints is complete.

E. Runways: provided for wheeled concrete handling equipment which shall not be wheeled over reinforcement. Runways shall not be supported upon reinforcement that is part of

Work.

F. Chuting

1. Minimum slope shall be 3 horizontal to 1 vertical and maximum slope shall be 2 horizontal to 1 vertical. Between these limits, slope shall be that which will prevent segregation and ensure continuous flow.

2. A baffle shall be provided at end of chute to prevent segregation. If end of chute is more than 3-feet above surface of deposit, a spout shall be used. Spout shall be kept full of concrete with end kept as near as practical to surface of deposit.

3. Chute shall be steel or steel lined, and sections shall have same slope throughout.

Aluminum chutes are not permitted.

4. Chute shall be thoroughly flushed with water before and after each use, water discharged outside forms.

G. Pumping: inside diameter of pipes and hoses used to convey concrete shall be a minimum of three times maximum size aggregate of mixture. In order to minimize altering concrete properties, long vertical sections at end of pump line shall be avoided. A horizontal hose run, a hose loop, or a slide gate at end of hose may be used to reduce loss of entrained air.

H. Compaction

1. Provide at least one standby vibrator, and at least one for each three in use.

2. Concrete may be deposited in one or multiple layers. Each layer shall be compacted by mechanical internal vibrating equipment supplemented by hand

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spading, rodding, and tamping as required. Depth of each layer shall not exceed smaller of 36-inches and depth that can be properly vibrated with equipment used. When deposited in multiple layers, vibrator shall penetrate previous layer approximately 6-inches. Ensure initial setting of previous layer does not occur prior to placement of subsequent layer.

3. Vibrators shall be relocated frequently, and over-vibration resulting in segregation shall be prevented. Vibrators shall not be used to move concrete within forms. Concrete shall be thoroughly consolidated around reinforcement, embedments, and into corners of forms.

4. Ensure that vibrator is kept several inches clear of waterstops.

5. Where internal vibration is impractical, use of form vibrators will be considered, and will be allowed only with Engineer's written approval. When allowed, vibrator shall be placed so that motion is horizontal

I. Construction Joints

1. Construction joints shall be located where shown on Drawings, or, if not shown, locations shall be approved by Engineer. Where required to be watertight, waterstops as specified in Section 03 11 00 shall be used.

2. Horizontal construction joints: laitance shall be removed immediately after initial set and surface shall be roughened in an acceptable manner that exposes aggregate uniformly and doesn't leave laitance or loose aggregate. After concrete has set to a degree that precludes laitance removal by shovels or scrapers, Contractor shall remove it, and create a roughened surface, by water jetting or other effective method. Use of pneumatic hammers is not permitted.

3. Vertical construction joints: surface shall be thoroughly cleaned of laitance by water jetting, or by wire brushing followed by air blasting.

4. Before concrete is placed against set concrete, surface shall be thoroughly wetted with standing water removed. Horizontal construction joints shall be in a saturated surface dry condition: saturated for a minimum of 6-hours, with standing water removed.

5. Where noted on Drawings, and as approved by Engineer where an unplanned interruption within a concrete placement has occurred, epoxy-bonding compound shall be used in accordance with manufacturer's instructions.

6. Reinforcement shall be continuous at construction joints unless otherwise shown on Drawings. Waterstops shall be provided where called for in Contract

Documents. All necessary precautions to ensure that waterstop is properly located and aligned and remains so during concrete placement shall be taken. In event that waterstop is improperly located, allowing a tolerance of plus or minus

1/2-inch, Engineer may order waterstop extended, or replaced, or such other action as deemed necessary, and at no additional cost to Owner.

J. Existing Concrete

1. Where concrete is placed against existing concrete, following surface preparation shall be required.

2. Existing concrete surface shall be cleaned of all contamination and debris, and roughened by steel shot blasting, abrasive (sand) blasting, or water jetting

(hydrodemolition). Use of scabblers, scarifiers, bush hammers, or pneumatic hammers is not permitted.

3. Existing concrete surface shall be water-saturated for a minimum of six hours, after which excess water shall be removed immediately prior to placement of new concrete.

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4. Apply epoxy-bonding…