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of 1 Project No. 45463-C

ADDENDUM NO. 1 TO PROJECT NO. 45463

CONSTRUCTION WORK NYSDEC REGION 9 LEVEE CONDUIT REPAIRS

LOCAL FLOOD PROTECTION SYSTEM WELLSVILLE, NY

January 25, 2018 NOTE: This Addendum forms a part of the Contract Documents. Insert it in the Project Manual.

Acknowledge receipt of this Addendum in the space provided on the Bid Form. BIDDING REQUIREMENTS 1. SECTION 001114 ADVERTISEMENT FOR BIDS: In the 1st sentence of the 5th paragraph

on page 001114-1 of the Section, DELETE the meeting location of the (pre-bid) site visit listed as “OGS D&C, 14312 Taylor Hollow Road Gowanda, NY”, and REPLACE with the new meeting location of the (pre-bid) site visit as “NYSDEC Region 9 Sub Office (Saint Bonaventure), 182 East Union Street, Suite 3, Allegany, NY 14706”. The TIME (10:00 a.m.), and DATE (February 2, 2018) REMAINS THE SAME as listed in the Section.

SPECIFICATIONS GROUP 2. SECTION 033000 CAST-IN-PLACE CONCRETE: Discard the Section bound in the Project

Manual and substitute the accompanying Sections (pages 033000-1 through 033000-13) noted “Printed 1/24/2018”.

3. SECTION 330130 SLIP LINING HIGH DENSITY POLYETHYLENE (HDPE) DRAINAGE PIPE: Discard the Section bound in the Project Manual and substitute the accompanying Sections (pages 330130-1 through 330130-10) noted “Printed 1/24/2018”.

END OF ADDENDUM Margaret F. Larkin Executive Director Design and Construction

Updated 09/23/2011Printed 01/24/2018 033000 - 1 Project No. 45463-C

SECTION 033000

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 SCOPE OF WORK

A. This specification covers all cast-in-place concrete work including all labor,material, equipment and the performance for the procurement, placement,finishing, and curing of the applicable concrete and repair of existing deterioratedconcrete as detailed in the Contract Drawings and as directed by the Director’sRepresentative.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Earthwork: Section 310000.

B. Concrete Formwork: Section 031100.

C. Steel Concrete Reinforcement: Section 032100.

D. Low Density Concrete: 033400.

1.03 REFERENCES

A. Except as shown or specified otherwise, the Work of this Section shall conform tothe requirements of American Concrete Institute (ACI) and American Society forTesting and Materials (ASTM) documents.1. ACI 301-05: Specification for Structural Concrete for Buildings.2. ACI 304.2R-96: Placing Concrete by Pumping Methods.3. ACI 305R-10: Hot Weather Concreting.4. ACI 306R-10: Cold Weather Concreting.5. ACI 308.1-11: Standard Specification for Curing Concrete.6. ACI 318 -05 Building Code Requirements for Structural Concrete.7. ASTM C 94/C 94M – 11b: Standard Specification for Ready- Mixed

Concrete.8. ASTM C 494/C 494M - 11: Standard Specification for Chemical

Admixtures for Concrete.

A. Except as shown or specified, the repair of existing deteriorated concrete Workof this Section shall conform to the requirements of International Concrete RepairInstitute (ICRI), 3166 S. River Rd., Suite 132, Des Plaines, IL 60018, (847) 827-0830, www.icri.org.1. ICRI Guideline No. 310.1R-2008 Guide for Surface Preparation for the

Repair of Deteriorated Concrete Resulting from Reinforcing SteelCorrosion (formerly Guideline No. 03730).


1.04 DEFINITIONS

A. ACI 301, Section 1.2 - Definitions:1. Add the following definitions:

a. Cementitious Material: Cementitious materials include cement,ground blast furnace slag and fly ash.

b. Pumped Concrete: Concrete that is conveyed by pumpingpressure through rigid pipe or flexible hose.

c. Water-to-Cementitious Ratio (w/c): An ratio representingquantity in pounds of free moisture available for cement hydrationdivided by quantity of cementitious materials in pounds per cubicyard concrete.

1.05 SUBMITTALS

A. Submittals Package: Submit product data for design mix(es) and materials forconcrete specified below at the same time as a package.

B. Product Data:1. Mix Design: Submit proposed concrete design mix(es) together with

name and location of batching plant at least 28 days prior to the start ofconcrete work.a. Include test results of proposed concrete proportions based on

previous field experience or laboratory trial batches in accordancewith ACI 301, Section 4.

b. Pumped Concrete: Include test results of proposed design mix(es)tested under actual field conditions with the maximum horizontalrun and vertical lift required for this project.

2. Portland Cement: Brand and manufacturer’s name.3. Fly Ash: Name and location of source, and DOT test numbers.4. Air-entraining Admixture: Brand and manufacturer’s name.5. Water-reducing Admixture: Brand and manufacturer’s name.6. High Range Water-reducing Admixture (Superplasticizer): Brand and

manufacturer’s name.7. Accelerating Admixture: Brand and manufacturer’s name.8. Aggregates: Name and location of source, and DOT test numbers.9. Lightweight Coarse Aggregates: Brand and manufacturer’s name.10. Chemical Curing and Anti-Spalling Compound: Brand and

manufacturer’s name, and application instructions.11. Expansion Joint Fillers: Brand and manufacturer’s name.12. Waterstops: Brand and manufacturer’s name, and installation

instructions.13. Rebar Coating for Repairing Reinforced Concrete: Manufacturer’s

specifications and installation instructions for factory packaged products.14. Cleaning Agent for Repairing Reinforced Concrete: Manufacturer’s

specifications and installation instructions.


C. Quality Control Submittals:1. Batching Plant Records: At the end of each day of placing concrete,

furnish the Director’s Representative with a legible copy of all batchrecords for the concrete placed.

2. Concrete Pumping Equipment Data: Include manufacturer’s name andmodel of principal components, type of pump, and type and diameter ofpipe/hose.

3. Concreting Plan: The Contractor shall submit plan for approval by theDirector’s Representative at least 30 days prior to the start of concreteplacement. The plan shall show and describe the equipment and methodsproposed and shall include, but not be limited to the following:a. Preparation of foundation and formwork;b. Batching, including the timing of introduction of the concrete

materials including chemical admixtures, and temperature control;c. Mixing, including speed and duration;d. Transportation and conveyance from the mixer to the point of

placement;e. Sampling and testing of concrete;f. Placing equipment and methods;g. Consolidation of concrete;h. Finishing of concrete;i. Curing and protection of concrete; andj. hot and cold weathering concreting.The timing and sequence of the various steps shall also be described. Theplan shall be of sufficient detail to demonstrate that the equipment andmethods are appropriate for the specific type(s) of concrete and that theWork conforms to all requirements specified herein. A separate plan shallbe submitted for each concrete mix.

4. Minutes of the previous pre-installation conference.

1.06 QUALITY ASSURANCE

A. Qualifications of Crew Pumping Concrete: Workers pumping concrete shall havehad at least one year of experience pumping concrete.

B. Concrete batching plants shall be currently approved as concrete suppliers by theNew York State Department of Transportation.

C. Truck mixers for concrete shall be currently approved by the New York StateDepartment of Transportation.

D. Pumping equipment for pumped concrete shall be subject to the approval of theDirector.

E. Fly ash supplier shall be on the New York State Department of Transportation’scurrent “Approved List of Suppliers of Fly Ash”.


F. Source Quality Control: The Director reserves the right to inspect and approvethe following items, at his own discretion, either with his own forces or with adesignated inspection agency:1. Batching and mixing facilities and equipment.2. Sources of materials.

G. ACI 301, Section 1.3 Reference standards and cited publications:1. Add the following to the list of ASTM Standards:

· C 311-11a Standard Methods of Sampling and Testing Fly Ashor Natural Pozzolans For Use As A Mineral Admixture inPortland Cement Concrete.

H. Pre-Construction Conference: A minimum of 14 days prior to the initialsubmission of shop drawings, a conference will be held by the Director’sRepresentative at the Site for the purpose of reviewing the Contract Documents,and discussing the requirements and procedures for submittals and for the Work.The conference shall be attended by the Contractor, the concrete supplierrepresentative, and the reinforcement fabricator’s project coordinator.1. The meeting will also include discussion of curing procedures and

moisture mitigation measures.

1.07 DELIVERY

A. ASTM C 94/C 94M, Article 14 - Batch Ticket Information: In addition to theinformation required by Paragraph 14.1, also include the following:1. Type and brand, and amount of cement.2. Weights of fine and coarse aggregates.3. Class and brand, and amount of fly ash (if any).

B. Comply with manufacturer’s printed instructions for storing and handling offactory packaged products.

PART 2 PRODUCTS

2.01 MATERIALS

A. Cement: ASTM C 150, Type I or II Portland cement.

B. Water: Potable

C. Air-entraining Admixture: ASTM C 260, and on the New York State Departmentof Transportation’s current “Approved List”.

D. Water-reducing Admixture: ASTM C 494/C 494M, Type A, and on the NewYork State Department of Transportation’s current “Approved List”.

E. High Range Water-reducing Admixture (Superplasticizer): ASTM C 494/C494M, Type F, and on the New York State Department of Transportation’scurrent “Approved List”.


F. Corrosion-Inhibiting Admixture: ASTM C 494/C 494M, for use in resistingcorrosion of steel reinforcement.

G. Retarding Admixture: ASTM C 494, Type D, Water-reducing and retarding, foruse in hot weather concreting, and on the New York State Department ofTransportation’s current “Approved List”.

H. Accelerating Admixture: Non-corrosive admixture, containing no chloride,complying with ASTM C 494, Type C or E, and on the New York StateDepartment of Transportation’s current “Approved List”.

I. Fly Ash: ASTM C 618, including Table 1 (except for footnote A), Class F exceptthat loss on ignition shall not exceed 4.0 percent.

J. ACI 301, Section 4.2.1.2 - Aggregates:1. Add the following paragraph:

· Fine aggregate for pumped concrete shall meet the requirementsof ASTM C 33, except 15 to 30 percent shall pass the No. 50sieve and 5 to 10 percent shall pass the No. 100 sieve. Thefineness modulus of the fine aggregate for pumped concrete shallnot vary more than 0.20 from the average value used inproportioning.

2. Add the following paragraph:· Aggregates shall be taken from storage silos or other approved

locations that have been tested and approved by the New YorkState Department of Transportation, unless otherwise approved inwriting by the Director.

K. Chemical Curing and Anti-Spalling Compound: ASTM C-309, Type 1D, ClassB, with a minimum 18 percent total solids content. No thinning of materialallowed.1. SureCure Emulsion, Kaufman Products, Inc. 3811 Curtis Avenue,

Baltimore, MD 21226, (800) 637-6372.2. Cure & Seal by Symons Corp., 200 East Touhy Ave., PO Box 5018, Des

Plaines, IL 60017-5018, (847) 298-3200.3. Kure-N-Seal by Sonneborn/ BASF Building Systems, 889 Valley Park

Dr., Shakopee, MN 55379, (800) 433-9517.4. Day-Chem Cure & Seal UV 26 percent (J-22 UV) by Dayton Superior

Corp., 721 Richard St., Miamisburg, OH 45342, (800) 745-3700.5. Acrylseal HS by Master Builders/ BASF Building Systems, 23700

Chagrin Blvd., Cleveland, OH 44122, (800) 628-9990.

L. Expansion Joint Filler: Product shall be a preformed resilient type complying withASTM D 1751 and listed on the NYSDOT Approved Materials List.

M. Joint Filler: 5/8 inch backer rod and joint sealant.


1. Sealant: 2-part polyurethane per ASTM C920, Type M, Grade NS, Class25 or better, Use I

2. Backer Rod: ASTM D5249, Type 1 or 3; Contractor shall verifycompatibility of backer rod product with sealant.

N. PVC Waterstop: Product shall be PVC, Sika Greenstreak Model 649 or approvedequal.

O. Retrofit Waterstop: Product shall be PVC retrofit waterstop, Sika GreenstreakModel 609 or approved equal, with stainless steel batten bars and anchor bolts,and epoxy adhesive as recommended by the Manufacturer.

P. Rebar Coating for Repaired Reinforced Concrete: “SurePoxy HMEPL” orSurePoxy HM 12” by Kaufman Products, Inc.; “ECB” by Conproco Corp.; or“Emaco P22” or “Emaco P24” by BASF Building Systems.

Q. Cleaning Agent: As recommended by concrete supplier, including primer for thereinforcing steel and primer for the concrete substrate.

2.02 PROPORTIONING OF MIXES

A. Cast-in-place concrete shall be air-entrained normal weight concrete except wherelightweight concrete is indicated on the drawings.1. Normal weight concrete, except as otherwise specified, shall have a

minimum compressive strength of 3000 psi with a minimum of 564pounds per cubic yard. Slump: Maximum 4 inches; minimum 2 inchesbefore the addition of any water-reducing admixtures or high-range water-reducing admixtures (superplasticizers) at the Site.

B. Slump for Pumped Concrete: When a water-reducing admixture is not used,maximum slump shall be 4 inches. When a water-reducing admixture is used,maximum slump shall be 6 inches and when a high-range water-reducingadmixture (superplasticizers) is used, maximum slump shall be 8 inches.

C. Design Air Content: Design air content for concrete shall be 6 percent by volume,with an allowable tolerance of plus or minus 1.5 percent for total air content,except as otherwise specified. Use air-entraining admixture, not air-entrainedcement.

D. Water-Cement Ratio: Cast-in-place concrete shall have a maximum water-cementratio of 0.40.

E. ACI 301, Section 4.2.2.3: Change article to read as follows:· 4.2.2.3 - Size of Coarse Aggregates:

· 4.2.2.3.a Normal Weight Concrete: Coarse aggregates shallconform to graduation requirements for various sizes as tabulatedin Table No. 2 of ASTM C 33. The sizes of coarse aggregates


for various classes of Work shall be as follows with allpercentages being determined by weight.

· 4.2.2.3.b concrete in which the space between restricting objectsis 2 inches or less, the course aggregate shall be Size No. 67.

· 4.2.2.3.c For other concrete Work having a minimum cross-sectional dimension of not more than 6 inches, the coarseaggregate shall be a well graded mixture of No. 67 and No. 57,provided that not more than 50 percent nor less than 30 percentshall be Size No. 67 and not more than 70 percent nor less than50 percent shall be Size No. 57.

· 4.2.2.3.d For other concrete Work having a minimum cross-sectional dimension greater than 6 inches and not more than 12inches, the coarse aggregate shall consist of a mixture of No. 67,No. 57 and No. 467, providing that not more than 25 percent norless than 10 percent shall be Size No. 67 and not more than 40percent shall be Size No. 467.

· 4.2.2.3.e For other concrete Work having a minimum cross-sectional dimension of more than 12 inches, the coarse aggregateshall consist of a mixture of No. 67, No. 57 and No. 357,providing not more than 25 percent nor less than 10 percent shallbe Size No. 67 and not more than 40 percent shall be Size No.357.

F. Admixtures: Do not use admixtures in concrete unless specified or approved inwriting by the Director.

G. ACI 301, Section 4.1.2.1 - Mixture Proportions:1. Add the following to paragraph 4.1.2.1:

Proposed design mix(es) for pumped concrete and the pumpingequipment shall have been tested under actual field conditionswith the maximum horizontal run and vertical lift required for thisproject.

2.03 PRODUCTION OF CONCRETE

A. Provide ready-mixed concrete, either central-mixed or truck-mixed, unlessotherwise approved in writing by the Director.

B. ACI 301, Section 5.3.2.1 Weather considerations1. Delete paragraph under 5.3.2.1.c - Hot Weather, and add the following:

· 5.3.2.1.c Provide adequate controls to insure that the temperatureof the concrete when placed does not exceed 90 degrees F., andmake every effort to place it at a lower temperature. Thetemperature of the concrete as placed shall not be so high as tocause difficulty from loss of slump, flash set or cold joints.Ingredients may be cooled before mixing by shading theaggregates, fog spraying the coarse aggregate, chilling the mixingwater or other approved means. Mixing water may be chilled


with flake ice or well-crushed ice of a size that will meltcompletely during mixing, providing the water equivalent of theice is calculated into the total amount of mixing water.

C. Protect concrete from physical damage or reduced strength due to weatherextremes during mixing, placement and curing.1. In cold weather, comply with ACI 306R.

a. When air temperature is below 40 degrees F (4 degrees C) heatthe mixing water and, if necessary, the aggregates to obtain aconcrete mixture temperature of not less than 50 degrees F (10degrees C) and not more than 80 degrees F (27 degrees C) atpoint of placement. If the mixing water is heated, do not exceed atemperature of 140 degrees F at the time it is added to the cementand aggregates.

2. In hot weather, comply with ACI 305R.a. When air temperature is between 85 degrees F (30 degrees C )

and 90 degrees F (32 degrees C), reduce mixing and delivery timefrom 1 1/2 hours to 75 minutes, and when air temperature isabove 90 degrees F (32 degrees C), reduce mixing and deliverytime to 60 minutes.

PART 3 EXECUTION

3.01 EXAMINATION AND PREPARATION

A. Do not use items of aluminum for mixing, chuting, conveying, forming or finishingconcrete, except magnesium alloy tools may be used for finishing.

B. Check items of aluminum required to be embedded in the concrete and insure thatthey are coated, painted or otherwise isolated in an approved manner.

C. Install waterstops in accordance with manufacturer’s printed instructions.

D. Hardened concrete, reinforcement, forms, and earth which will be in contact withfresh concrete shall be free from frost at the time of concrete placement.

E. Do not deposit concrete in water. Keep excavations free of water by pumping or byother approved methods.

F. Prepare concrete that has already set or remaining existing concrete surfaces thatare to be joined to new concrete with roughening in a manner which will exposeaggregate uniformly. Remove laitance, loosened particles of aggregate, damagedconcrete at surface, and other substances which may prevent adhesion. Aftercleaning the surface shall be thoroughly wet and kept so for a minimum of 12hours immediately prior to placing the new concrete. Continuous wetting may beaccomplished with the use of soaker hoses or the use of burlap, burlene, or similarso that moisture is maintained. The Contractor shall remove any puddles andstanding water with oil-free compressed air and protect the surfaces to maintain aclean, saturated, surface dry condition until the placement of the new concrete.


Immediately before the concrete placement the forms shall be drawn tight againstthe concrete already in place.

G. Prior to placement of concrete, install all embedded items in accordance withmanufacturer’s instructions and contract drawings.

3.02 ADMIXTURE ADDITIONS AT THE SITE

A. Site additions shall be limited to high-range water-reducers, non-chlorideaccelerators, and corrosion inhibitors. Comply with manufacturers’ printedinstructions for discharge of admixtures shall be furnished.

B. High-Range Water-Reducers:1. Concrete shall arrive at a slump of 2 to 4 inches (50 to 100 mm). Water

additions at the Site shall be limited to comply with water-to-cementitiousratio requirements.

2. Following addition of high-range water-reduced concrete, a minimum of70 revolutions or 5 minutes of mixing shall be completed to assure aconsistent mixture.

C. All concrete with other admixture additions shall mix a minimum of 70 revolutionsor 5 minutes to assure a consistent mixture.

3.03 PLACING

A. ACI 301, Section 5.3.2.3 Conveying equipment:1. Add the following paragraphs:

· 5.3.2.3.d When pumping concrete, the lubricating mortar for thedelivery line shall not be discharged into an area of concreteplacement.

· 5.3.2.3.e The inside diameter of the delivery lines for pumpedconcrete shall be the greater of either a minimum of 5 inches or 3times the maximum size of coarse aggregate.

B. ACI 301, Section 5.3.2.2 - Conveying:1. Add the following paragraph:

· Operation of truck mixers and agitators and discharge limitationsshall conform to the requirements of ASTM C 94.

C. ACI 301, Section 5.3.2.4 - Depositing:1. Add the following paragraph:

· Do not allow concrete to free fall more than 4 feet.

3.04 REPAIRING SURFACE DEFECTS

A. ACI 301, Section 5.3.7 – Repair of surface defects:1. Add the following paragraph:


· 5.3.7.1.a Finish patched areas to match the texture of thesurrounding surface.

B. ACI 301, Section 5.3.7.2 - Repair of tie holes:1. Delete last paragraph in 5.3.7.2 and replace with the following:

· The patch mixture shall consist of a mixture of dry-pack mortar,consisting of one part Portland cement to 2-1/2 parts fineaggregate passing a No. 16 mesh sieve, using only enough wateras required for placing and handling. For surfaces exposed toview, blend white Portland cement and standard Portland cementso that, when dry, patching mortar will match surrounding color.Provide test areas at inconspicuous locations to verify mixtureand color match before proceeding with patching. Compactmortar in place and strike-off slightly higher than surroundingsurface.

3.05 FINISHING FORMED SURFACES

A. Finish Schedule: Except where indicated otherwise on the Drawings, provide thefinishes below:1. Rough Form Finish for formed concrete surfaces not exposed to view and

not indicated for other finish.2. Smooth Form Finish for formed concrete surfaces exposed to view and

not indicated for other finish.3. Floated Finish for horizontal surfaces exposed to view and not indicated

for other finish.4. Broom Finish for horizontal walking surfaces. Texture as approved by the

Director’s Representative.

B. ACI 301, Section 5.3.4 – Finishing unformed surfaces:1. Add the following paragraph to section 5.3.4.1 Placement:

a. Provide monolithic finishes on concrete floors and slabs withoutthe addition of mortar or other filler material. Finish surfaces intrue planes, true to line, with particular care taken duringscreeding to maintain an excess of concrete in front of the screedso as to prevent low spots. Screed and darby concrete to trueplanes while plastic and before free water rises to the surface. Donot perform finishing operations during the time free water(bleeding) is on the surface.

3.06 SLABS

A. Slabs On Grade: Provide key type joints unless otherwise shown. Tool exposed joints.

B. ACI 302 Chapter 8.2.8.2 - Tools for jointing; Saw-cutting.1. Add the following paragraph:

a. Early-entry dry-cut saws are preferred in place of conventionalwet-cut saws.


C. ACI 302 Chapter 8.3.121. Add the following to Conventional wet-cut saw cutting:

a. Begin saw-cutting as soon as the saw will not dislodge theaggregate or ravel the edge of the saw-cut, but in no case longerthan 12 hours after the slab is placed. Saw-cut a minimum of onequarter of the slab depth leaving a clean, sharp edge in the patternshown on the Contract Documents. Provide sufficient personneland equipment to complete saw-cutting operations within 18hours after the slab is placed.

D. Floor flatness and levelness tolerances: For flatness and levelness tolerances offloor slabs refer to ACI 302 Chapter 8.15. Floor surface tolerances shall be 1/8inch over a horizontal distance of 10 feet in any direction, unless otherwisespecified by floor profile quality classifications in ACI 302..1. When flatness or levelness tolerances are not met then the floor shall be

ground or scarified and repoured to meet specifications.

3.07 CURING AND PROTECTION

A. Hot Weather Concreting: Comply with ACI 305R whenever the atmospherictemperature or the form surface temperature is at or above 90 degrees F., orclimatic conditions of wind and/or low humidity will cause premature drying of theconcrete.

B. Curing Temperature: Maintain the temperature of the concrete at 50 degrees F. orabove during the curing period. Keep the concrete temperature as uniform aspossible and protect from rapid atmospheric temperature changes. Avoidtemperature changes in concrete which exceeds 5 degrees F. in any one hour and50 degrees F. in any 24-hour period.

3.08 FIELD QUALITY CONTROL

A. ACI 301, Section 1.6.4.2 - Testing Services:1. Add the following paragraph:

· 1.6.4.2. j Strength Tests for Pumped Concrete: Prepare strengthtest specimens and make strength tests from concrete samplesobtained at the truck discharge chute and at the end of the pumpdelivery line in accordance with paragraph 16.3.4.4.

B. ACI 301, Section 1.6.3.3 – Tests required of Contractor’s testing agency:1. Add the following paragraph:

· 1.6.3.3.c Make available to the Director’s Representativeswhatever test samples are required to make tests. Furnishshipping boxes for compression test cylinders.

C. Adjustment to Concrete Mixes: Mix design adjustments may be requested by theContractor when characteristics of materials, job conditions, weather, test results,


or other circumstances warrant, at no additional cost to the State and as acceptedby the Director. Laboratory test data for revised mix design and strength resultsmust be submitted to and accepted by the Director’s Representative before usingin the work.

D. Test results will be reported in writing to the Director’s Representative, Ready-Mix Producer, and Contractor within 24 hours after tests. Reports of compressivestrength tests shall contain the project identification name and number, date ofconcrete placement, name of concrete testing service, concrete type and class,location of concrete batch in structure, design compressive strength at 28 days,concrete mix proportions and materials, compressive breaking strength, and typeof break for both 7-day tests and 28-day tests.

E. Nondestructive Testing: Impact hammer, Windsor probe, or other nondestructivedevice may be permitted but shall not be used as the sole basis for acceptance orrejection.

F. Additional Tests: The State shall make additional tests of in-place concrete whentest results indicate specified concrete strengths and other characteristics have notbeen attained in the structure, as directed by the Director’s Representative. Thetesting service may conduct tests to determine adequacy of concrete by coredcylinders complying with ASTM C 42, or by other methods as directed. Pay forsuch tests when unacceptable concrete is verified, including all inspection andEngineering fees when non-conforming work is verified.

3.09 REPAIR OF EXISTING DETERIORATED CONCRETE

A. Repair of existing deteriorated concrete shall be as indicated in the ContractDrawings or as ordered by the Director’s Representative

B. Reinforced concrete cutout and repair shall be in accordance with the followingand as indicated in the Contract Documents:1. Cut out and remove cracked, spalled, and disintegrated concrete. Cut

back to sound concrete. “Dovetail” edges of patch as shown on theDrawings, unless otherwise recommended by mortar manufacturer. Ifsteel reinforcing bars are exposed, chip concrete out from behind exposedlength of bars as required for a minimum clearance around circumferenceof bar of 1 inch. In addition, cut a minimum one-inch length of soundconcrete away from each end of exposed length of reinforcing bars.

2. Clean exposed steel reinforcement; remove bits of concrete and loose rust.If reinforcement is bowed out toward surface of the concrete, bendreinforcement back from surface.

3. Remove paint, oils, grease, dirt, salt deposits, laitance and othercontaminants from surfaces to be patched. Use cleaning agent whererequired.

4. Clean areas to be patched with oil-free air or water under pressure.

C. Apply reinforcement coating complying with manufacturers printed instructions.


D. Coat reinforcing as soon as possible after completion of surface preparation.

E. Place repair concrete as soon as possible after completion of surface preparation.

F. Bring repairs out to the original surfaces in true planes. Finish patches to matchtexture of adjoining concrete as close as possible.

G. Clean up spatters and droppings.

END OF SECTION


SECTION 330130

SLIP LINING HIGH DENSITY POLYETHYLENE (HDPE) DRAINAGE PIPE

PART 1 GENERAL

1.01 RELATED WORK SPECIFIED ELSEWHERE

A. Underground Utility Locator Service: Section 023313.B. Earthwork: Section 310000.

1.02 REFERENCES

A. American Association of State Highway Transportation Officials (AASHTO)2013,

B. ASTM D 2321, Practice for Underground Installation of Flexible ThermoplasticPipe for Sewers and other Gravity flow Applications,

C. ASTM D 3035, Specification for Polyethylene (PE) Plastic Pipe (DR-PR), Basedon Controlled Outside Diameter.

D. ASTM D 3212, Specification for Joints for Drain and Sewer Plastic Pipes UsingFlexible Elastomeric Seals

E. ASTM D 3261, Specification for Butt Heat Fusion Polyethylene (PE) PlasticFittings for Polyethylene (PE) Plastic Pipe and Tubing.

F. ASTM D 3350, Specification for Polyethylene Plastics Pipe and FittingsMaterials,

G. ASTM F 585, Practice for a Insertion of Flexible Polyethylene Pipe into ExistingSewers,

H. ASTM F 714, Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Basedon Outside Diameter.

I. ASTM F 1417, Standard Test Method for Installation Acceptance of PlasticGravity Sewer Lines Using Low-Pressure Air

J. New York State Department of Transportation Standard Specifications (dated Jan1, 2017 or Latest Revision)

K. PPI Handbook of Polyethylene Pipe

1.03 SUBMITTALS

A. DVD and inspection report of a Closed Circuit Television (CCTV) inspection ofall slip-lined pipes.

B. Product Data: Manufacturer’s material certifications with all pertinentinformation regarding dimensions, fittings and installation instructions as requiredby referenced standards in section 1.02,

C. Excavation sending pit sheeting/shoring support details,D. Manufacturer’s installation recommendations,E. Detailed procedures for joining and installing pipe system, including installing

grout in the host pipe annular space, and the equipment and installer’squalifications,

F. Pipe testing procedures,


G. Upon shipment, CONTRACTOR shall furnish the HDPE pipe manufacturer’sQuality Assurance/Quality Control (QA/QC) certifications to verify that thematerials supplied for the Project are in accordance with the requirements of thisSection and a manufacturer’s warranty covering materials and workmanship of theHDPE piping.

H. Non-Shrink Grout Manufacturer data sheets,I. Proposed grouting mix, including densities and viscosity,J. Initial set time of grout along with 24 hour and 28 day compressive strength

reports,K. Slip line grouting installation plan including venting, buoyant force resistance,

bulkhead design, maximum injection pressure and certification grouting planconforms to manufacturer recommendations.

PART 2 PRODUCTS

2.01 GENERAL

A. The slip lined HDPE piping system consists of the continuous HDPE pipe andassociated fittings or appurtenances and the grouted annular space.

B. The slip lined HDPE piping system shall be specifically designed, constructed andinstalled to meet the service requirements listed in Table 2 below.

Location: DS-2 & DS-5

Outside Pipe Diameter Size: As Shown on Plans

Min. Wall Thickness: Per SDR 32.5

Pressure Rating (psi) 50

Fluid Temperature, (°F maximum): 100 oF

Max. Fluid Velocity, (ft/sec): 30

Fluid Chemical Composition: Storm Water

Fluid, (pH): 6 – 8

Fluid Specific Gravity: 1.0

2.02 DRAINAGE PIPE AND FITTINGS

A. Dimensions:1. HDPE Pipe System Dimensions: The HDPE pipes shall be outer

diameters as indicated on the plans, DR 32.5 in accordance with therequirements of ASTM D3035-15, or ASTM D3350.

2. Fitting Dimensions: HDPE pipe fittings and appurtenances shall conform tothe requirements of ASTM D3035-15 and be joined by means of heat fusion


per the requirements of ASTM F 2620 or ASTM F 1055, or joined into acontinuous length by an interlocking method per the requirements ofAASHTO M326-08.

B. Pipe and fittings shall be produced from identical materials, meeting therequirements of this Section, by the same manufacturer. Special or customfittings may be exempted from this requirement.

C. Pipe and fittings shall be pressure rated to meet the service pressurerequirements specified by ENGINEER. Whether molded or fabricated,fittings shall be fully pressure rated to at least the same service pressurerating as the pipe to which joining is intended.

D. Interlocking pipe joints shall comply with ASTM 3212, and molded fittingsshall meet the requirements of ASTM D 3261 and this Section. At thepoint of fusion, the outside diameter and minimum wall thickness of fittingbutt fusion outlets shall meet the diameter and wall thickness specificationsof the mating system pipe. Fitting markings shall include a productioncode from which the location and date of manufacture can be determined.The manufacturer shall provide an explanation of the production codesused.

E. Reducing tees with branch diameters of 16-inches or less shall be saddletees.

F. Marking:1. Each standard and random length of pipe and fitting in compliance withthis standard shall be clearly marked with the following information.

a. ASTM Standard Designation.b. Pipe Size.c. Class and Profile Number.d. Production Code.e. Standard Dimension Ratio (SDR).

2.03 HDPE PIPE REQUIREMENTS

A. HDPE Pipe: The polyethylene material used to manufacture the pipe and fittingsshould be a high density polyethylene compound which meets or exceeds theminimum requirements described in Table 2 of section 2.01, in accordance withASTM D3350-14.

2.04 NON-SHRINK GROUT

A. Strength: Grout used shall have a minimum penetration resistance of 100 psi in 24hours when tested according to ASTM C 403, and a minimum compressive


strength of 300 psi in 28 days when tested in accordance with ASTM C 495 or C109.

B. Mix Design: One or more mixes shall be developed to completely fill the annularspace based on the following:a. Size of annular void,b. Void size of openings in host pipe and/or surrounding soil,c. Absence or presence of groundwater,d. Strength and durability to prevent movement of the liner pipe, ande. Provide adequate retardation.

C. Materials: Non shrink grout shall consist of Portland cement (Portland cement andfly ash) and/or additive as described in the following sub sections of the NYSDOTDivision 700 materials:a. Portland Cement – 701.01b. Water 701.02c. Air Entrained Admixtures 701.03d. Fine Aggregate 701.01e. Fly Ash 701.10 “Type F or C”f. Chemical Admixtures 701.04g. Accelerating Admixtures AASHTO M-194 “Type C”

2.05 END TREATMENT

A. Per manufactures recommendations and approved by ENGINEER and Owner’sRepresentative.

2.06 SOURCE QUALITY CONTROL

A. At a minimum, incoming polyethylene materials shall be inspected for density inaccordance with ASTM D 1505 and melt flow rate in accordance with ASTM D1238. All incoming polyethylene materials shall be certified by the supplier.Certification shall be verified by CONTRACTOR and ENGINEER. Incomingmaterials shall be approved by Manufacturer's Quality Assurance Program beforeprocessing into finished goods.

B. Representative samples of polyethylene materials shall be tested against thephysical property requirements required herein. Each extrusion line and moldingmachine shall be qualified to produce pressure rated products by takingrepresentative production samples and performing sustained pressure tests inaccordance with ASTM D 1598.

C. Quality Assurance test for representative pipe and fitting samples shall include:

Test Standard Pipe Fittings

Ring ESCR ASTM F 1248 Yes Not Applicable

Sustained pressure at 176°F/725 psi hoop stress:


(fo>100 h) ASTM D 1598 Yes Yes

Sustained pressure at 73°F/1,600 psi hoop stress:(fo>1000 h) ASTM D 1598 Yes Yes

D. The HDPE pipe and fitting manufacturer shall certify that samples of theirproduction pipe have undergone stress regression testing, evaluation, andvalidation in accordance with ASTM D 2837 and PPI TR-3. Under theseprocedures, the minimum hydrostatic design basis shall be certified by the pipeand fitting manufacturer to be 1,600 psi at 73.4°F and 800 psi at 140°F.

E. Material shall be listed in the name of the HDPE pipe and fitting manufacturer asrequired by the Plastics Pipe Institute (PPI) in PPI TR-4 with the followingStandard Grade ratings:

73.4°F 140°F1. Hydrostatic Design Basis (HDB) 1,600 psi 800 psi2. Hydrostatic Design Stress (HDS) 800 psi 400 psi

PPI material listing in the name of the resin supplier is not acceptable inmeeting this requirement.

F. Inspection Requirements:1. Notification: The HDPE pipe and fitting manufacturer shall notify

CONTRACTOR in advance of the date, time, and place of testing of thepipe.

2. Access: The OWNER'S representative shall have free access to theInspection area of the manufacturer's plant. The manufacturer shall makeavailable to the OWNER’S representative, without charge, all reasonablefacilities for determining whether the pipe meets the requirements of thisSection.

3. Certification: As the basis of the acceptance of the material, themanufacturer will furnish a certificate of conformance of theseSpecifications upon request. When prior agreement is being made inwriting between ENGINEER, CONTRACTOR and the manufacturer, themanufacturer will furnish other conformance certification in the form ofaffidavit of conformance, test results, or copies of test reports.

4. All outgoing materials shall be inspected for diameter, wall thickness,length, straightness, out-of-roundness, concentricity, toe-in, inside andoutside surface finish, markings, and end cut. Manufacturer's QualityControl Program shall perform tests of density, melt flow rate, carboncontent, and carbon dispersion. In addition, samples of the pipe providedshall be tested for hoop tensile strength and ductility by either quick burstin accordance with ASTM D 1599 or ring tensile strength in accordancewith ASTM D 2290. Molded fittings shall be subject to x-ray inspectionfor voids, and tests for knit line strength. All fabricated fittings shall beinspected for fusion quality and alignment.

G. Physical Test Requirements:


1. Sampling: The selection of the sample of pipe shall be as agreed upon bythe ENGINEER, CONTRACTOR and the manufacturer. In case of noprior agreement, any sample selected by the manufacturer shall be deemedadequate.

2. Sample size for flattening test will be one sample for each size and classof pipe for the Project.

3. Conditioning: Conditioning of samples prior to and during test shall be asagreed upon by the ENGINEER, CONTRACTOR and manufacturer. Incase of no prior agreement, the conditioning procedure used by themanufacturer shall be deemed adequate.

H. Test Methods:1. Flattening: Three specimens of pipe, a minimum of 12-inches long, shall

be flattened between parallel plates in a suitable press until the distancebetween the plates is 40 percent of the outside diameter of the pipe. Therate of loading shall be uniform and such that the compression iscompleted within two to five minutes. Remove the load, and examine thespecimens for splitting cracking or breaking.

2. Pipe Ring Stiffness Constant: The pipe ring stiffness constant shall bedetermined utilizing procedures similar to those outlined in ASTM D2412. The stiffness of HDPE pipe is defined in terms of the load, appliedbetween parallel plates, which causes one percent reduction of pipediameter. Test specimens shall be a minimum of two pipe diameters orfour feet in length, whichever is less

PART 3 EXECUTION

3.01 PREPARATION

A. Underground Utilities:1. Locate and mark-out existing, underground utilities in the influence area

of the slip line sending pit.2. Determine depths of marked utility lines.

B. Pit Preparation:1. Excavate slip line sending pit providing safe lay back slopes per OSHA

requirements or temporary sheeting/shoring. Apply Federal RegulationCFR 1926, New York State Labor Law Code Rule #23.

2. Remove excavated material unsuitable for backfill from the Site. Haul toa location approved by the OWNER.

3. Overexcavate pits to allow for placement of bedding stone per contractdocuments.

4. Remove minimum required length of existing pipe as shown on plans tofacilitate slip lining.

3.02 INSPECTION


A. Inspect all pipe and fittings before installation. Remove defective pipe and fittingsfrom the site. Pipes may be deemed defective if any of the following is observed:1. Fractures or cracks passing through pipe wall, except single crack not

exceeding 2-inches in length at either end of pipe which could be cutoff and discarded. Pipes within one shipment shall be rejected if defectsexist in more than five percent of shipment or delivery.

2. Cracks sufficient to impair strength, durability or serviceability of pipe.3. Defects indicating improper proportioning, mixing, and molding.4. Damaged ends, where such damage prevents making satisfactory joint.5. Gouges or scrapes exceeding ten percent of the specified wall

thickness.

B. Do not backfill excavation pit before installation is inspected by the Director’sRepresentative.

3.03 GENERAL

A. Install pipe in accordance with the manufacturer’s recommendations and asspecified in ASTM D 2321.

B. All work must be completed in accordance with the drawings and specifications.Field deviations may only be made with the approval of the Director’sRepresentative.

3.04 INSTALLATION

A. Interlocking Pipe1. The Contractor shall have experience in performing sliplining of similar

project size and scope.2. Manufacturer’s Rep must be on site at critical stages of the liner installation

and grouting applications.3. Liner pipe shall be inserted and installed in accordance with the

manufacturer’s recommendations. Grade of liner pipe shall be maintainedparallel to grade of host pipe.

B. Heat Fusion of Pipe:4. HDPE pipe and fittings joints shall be joined together to create a single pipe

as recommended by the manufacturer. Heat fusion of hdpe by a qualifiedtechnician of pipe joints is allowable; Qualified technicians shall be trainedby the manufacturer’s representative in accordance with the manufacturer’srecommended fusion procedures. Training must have occurred within theprevious 12 months, or submittals verifying experience within the previous12 months for all technicians performing heat fusion on polyethylene pipeand fittings.

5. Weld in accordance with manufacturer's recommendation for butt fusion orelectrofusion methods. Personnel operating fusion equipment shall becertified by the HDPE pipe manufacturer.


6. The first butt fusion weld of each day’s production welding and for eachseparate operator shall be tested by bent strap test method. No productionwelds shall be performed until successful completion of bent strap test.

7. Butt fusion equipment for joining procedures shall be capable of meetingconditions recommended by HDPE pipe manufacturer including, but notlimited to, temperature requirements, alignment, and fusion pressures. Theequipment used for the heat fusion joints shall be capable of recording theheating and fusion pressures used to join the HDPE pipe, recording heatertemperature, and storing this information for future retrieval (data logger).Each field fusion shall be recorded by such equipment and this informationshall be made compiled into daily log reports. Log reports shall be submittedto CONTRACTOR and ENGINEER daily. Reports shall also include theresults of the bent strap tests.

8. For cleaning pipe ends, solutions such as detergents and solvents, whenrequired, shall be used in accordance with manufacturer's recommendations.

9. Do not bend pipe to greater degree than minimum radius recommended bymanufacturer for type and grade. Shop Drawings shall address locations anddeflections of required fittings to prevent installation that exceeds a greaterdegree of bending than the manufacturer’s recommended minimum bendingradius for the specified size and class of HDPE pipe.

10. Do not subject pipe to strains that will overstress or buckle piping or imposeexcessive stress on joints.

11. Branch saddle fusions shall be joined in accordance with manufacturer'srecommendations and procedures. Branch saddle fusion equipment shall beof size to facilitate saddle fusion within trench.

12. Before butt fusing pipe, inspect each length for presence of dirt, sand, mud,shavings, and other debris or animals. Remove debris from pipe.

13. Cover open ends of fused pipe at the end of each day’s Work. Cap toprevent entry by animals or debris.

C. Pipe Placement:1. Where required, sections of pipe may be cut to provide shorter sections of

pipe necessary for construction. Cutting of pipe shall be done in accordancewith pipe manufacturer's recommendations and subject to approval ofOwner.

2. Grade control equipment shall be of type to accurately maintain designgrades and slopes during installation of pipe.

3. Dewatering: Remove standing water in trench before pipe installation.4. Unless otherwise specifically stated, install pipe in accordance with

manufacturer's recommendations.5. Maximum lengths of fused pipe to be handled as one section shall be placed

according to manufacturer's recommendations as to pipe size, pipe SDR, andtopography so as not to cause excessive gouging or surface abrasion.

6. Install durable spacers or wood blocking into the host pipe prior to groutplacement. Ensure uniform bearing of pipe bedding material along the entirepipe barrel for direct bury portion of the pipe.

7. Notify ENGINEER a minimum of 2-working days prior to installing pipeinto trench and host pipe and allow time for ENGINEER'S inspection.


a. Correct irregularities found during inspection.8. Complete tie-ins within trench whenever possible to prevent overstressed

connections.9. Allow pipe sufficient time to adjust to trench temperature prior to testing,

grouting in place or backfilling activity.10. Pipe shall be pushed into host pipe.

D. Obstructions and Property Damage:1. The Director will not be held responsible for omissions or errors in the

location of rock elevations, utilities, abandoned structures or otherunderground obstructions shown in data supplied to the contractor.

2. All abandoned or natural obstructions shall be removed at the contractor’sexpense.

3. Previously installed property, equipment and appurtenances shall beprotected during pipe installation. Damage to gates, operators, valves orother appurtenances shall be repaired by the contractor at no additionalexpense to the owner.

E. Grout:1. Qualified personnel with experience in grouting annular spaces of slip lined

pipes shall perform or oversee the grouting operations,2. Equipment used for grouting operations shall have sufficient capacity to

provide the desired amount of grout for the liner pipe at the required densityto fill annular space voids.

3. The contractor shall use a low pressure pump and have a grout technicalrepresentative on site during placement,

4. The gauged pumping pressure shall not exceed the liner Manufacture’sapproved recommendations. Pumping equipment shall be of a size sufficientto inject grout at velocity and pressure relative to the size of the annularspace. Gauges to monitor grout pressure shall be attached immediatelyadjacent to each injection port. The gauge shall conform to an accuracy ofnot more than one-half percent error over the full range of the gauge. Therange of the gauge shall be not more than 100 percent greater than the designgrout pressure. Pressure gauges shall be instrument oil filled and attached toa saddle type diaphragm seal (gauge saver) to prevent slogging with grout.All gauges shall be certified and calibrated in accordance with ANSI B40Grade 2A.

5. The contractor shall perform a test on each type of grout system proposed tobe used.

3.05 MAINTENANCE AND RESTORATION

A. Restore grades to original levels where settlement or damage due to performanceof the Work has occurred. Correct conditions contributing to settlement. Removeand replace improperly placed or poorly compacted fill materials.


B. Restore pavements, walks, curbs, lawns, and other surface features damagedduring performance of the Work to match the appearance and performance ofexisting corresponding features as closely as practicable.

C. Topsoil and seed damaged lawn areas. Water as required until physicalcompletion of the Work.

D. The construction site shall be left clean to the satisfaction of the Director’sRepresentative.

3.06 FIELD TESTING AND ACCEPTANCE

A. Field acceptance of the sewer rehabilitation work shall be based on evaluation ofthe installation from post-installation CCTV inspection per PACP and USACErequirements, direct inspection where possible, and a review of the certified testdata of the installed liner samples. The Contractor shall submit to the Director’sRepresentative, for acceptance and approval, three (3) copies of the post-installation CD/DVDs for each sewer main segment within 10 working days ofthe Liner installation. No more than one sewer main segment shall be included ona post-installation Inspection CD/DVD or curing report. Additionalrequirements are as follows:1. Liner joints shall be secure and installed liner pipe wall shall be in a

condition such that ground water infiltration and exfiltration of the liner iszero. Check by video inspection before doing service connectionreinstatement. Any indication of potential infiltration or exfiltration, orpipe joint misalignment will require the Contractor to perform a water testfor a period of 10 to 15 minutes at 10 feet (5psi) of hydrostatic pressure.

2. Service connections shall be open, clear and watertight.3. Liners shall be free of visual defects including pinholes, splits, cracks,

lifts, kinks, delaminations and crazing.4. Interior surfaces of the liners shall have a smooth appearance, fitted

tightly to the shape of the host pipe.

B. Should inspection and testing reveal defects in the liner, which could affect thestructural integrity, strength, capacity or future maintenance of the installed liner,corrective measures shall be taken as approved by the Director’s Representative,including replacement of the liner if deemed necessary. All testing and correctivemeasures are at the Contractor’s expense and shall be made without any additionalcosts to the NYSOGS or NYSDEC.

END OF SECTION