north county water reclamation facility ...dnhiggins.com/docs/rfq 14-6213-78 spec - specs.pdf(c.o.a....

(C.O.A. No. 27322)

11926 Fairway Lakes Drive Fort Myers Florida 33913 (239) 939-1414

NORTH COUNTY WATER RECLAMATION FACILITY:

OXIDATION DITCH #2

10500 Goodlette-Frank Road Naples, Florida 34109

EXPANSION JOINT REPAIRS & RELATED WORK

Date: August 22, 2016 File No.: 16FTM224

© 2016 TRC Worldwide Engineering, Inc. Page 1 of 1

NORTH COUNTY WATER RECLAMATION FACILITY OXIDATION DITCH #2 EXPANSION JOINT REPAIRS & RELATED WORK

(FILE No.: 16FTM224)

TABLE OF CONTENTS

SECTION TITLE

01010 SUMMARY OF WORK 01500 TEMPORARY FACILITIES AND CONTROLS 03200 CONCRETE REINFORCEMENT 03290 JOINTS IN CONCRETE 03300 CAST-IN-PLACE CONCRETE 03312 CONCRETE REPAIR WORK 09960 HIGH PERFORMANCE COATINGS 09900 EXTERIOR PAINTING

SECTION 01010

© 2016 TRC Worldwide Engineering, Restoration & Inspection, LLC. Page 1 of 2

SUMMARY OF WORK General Description: Project consists of performing repairs to deteriorated expansion joints and concrete caused by the corrosion of reinforcing steel within a cast-in-place concrete tank. Work includes but is not limited to the following: Demolition of existing concrete surrounding vertical expansion joints, installation of slip-dowels at wall expansion joints, installation of new waterstops, replacement of all expansion joints using a high performance joint waterproofing system, stripping of all existing coatings and surface preparation for high performance coatings. The OWNER’S CONTACT is Mr. Peter Schalt, P.M.P. with Office No. (239) 252-534, Email: [email protected] The OWNER’S REPRESENTATIVE is TRC Worldwide Engineering, Inc (TRC), and the primary contact is Robert Algoo, E.I. with Office No. (239) 939-1414. Email: [email protected] TRC will monitor work in progress and provide field assistance throughout the repairs. All geometry for the extent of concrete repairs will be field marked by TRC. CONTRACTOR to schedule TRC for pre pour site inspections following the excavation of deteriorated concrete sections to inspect steel reinforcing condition, and steel reinforcing preparation. Compensation for completed Work shall be based on field-measured quantities and corresponding unit prices. Refer to all attached plans, details and specifications for the work described below. Work Description:

1) Demolish existing concrete surrounding vertical expansion joints at (4) locations of the exterior wall, install new waterstops, slip-dowels, additional reinforcing, and a new high performance expansion joint system.

2) Remove all existing expansion joint material from base slab expansion joint, patch repair waterstop at wall expansion joint repair locations in accordance with details on Sheet S4. Install high performance joint waterproofing system as a 12” monolithic system in custom sizing for each expansion joint in accordance with Section 03290.

3) Strip all existing finishes or coatings on all faces of all walls; perform concrete repairs and surface preparation as required in accordance to all pertinent details and specifications. Extent of concrete repairs to be determined by OWNER’S REPRESENTATIVE.

4) Apply a high build structural epoxy system to inside face and wall cap of exterior wall in accordance to Section 09960. This high performance coating shall be applied by a manufacturer certified applicator.

SECTION 01010

© 2016 TRC Worldwide Engineering, Restoration & Inspection, LLC. Page 2 of 2

5) Apply epoxy modified mortar for surface finishing of interior walls and exterior face of exterior wall in accordance to Section 03312.

6) Pressure clean all walkways, stairways and miscellaneous components of the

structure. Replace all joint sealants at walkways and stairways in accordance with Section 03290. Spot treat all rusting components in accordance to Section 09900.

7) Paint exterior wall with high performance protective coating in accordance to Section 09900.

END OF SECTION

SECTION 01500


TEMPORARY FACILITIES AND CONTROLS 1.01 GENERAL

A. The CONTRACTOR'S staging area will be determined at the Pre-Construction Conference.

B. The CONTRACTOR shall be responsible for providing off-site parking or material

storage if the designated area is not large enough for all on-site needs.

C. The CONTRACTOR will provide on-site storage / office facilities as required for work.

1.02 TOILET FACILITIES

A. The CONTRACTOR will provide portable toilet facilities located at the site as directed by the OWNER.

1.03 TEMPORARY SERVICES

A. The OWNER will provide temporary electric service and water at the job site. CONTRACTOR will pay any hook-up or installation charges to access OWNER'S electric or water. CONTRACTOR shall verify location of existing potable water sources and electrical outlets.

1.04 PROTECTION OF EXISTING WORK

A. The CONTRACTOR shall exercise extreme care to insure that no damage occurs to the existing structures, adjacent properties, upper roofs, interior finishes, amenities, landscaping, carports and vehicles. Any damage incurred due to his work, negligence, act or omission, shall be replaced or properly repaired at his expense. This applies to all subcontractors employed by General Contractor.

B. CONTRACTOR will clean the site on a daily basis.

1.05 MISCELLANEOUS

A. Work hours shall be limited to conform to local ordinances as allowed by Collier County. All employees are subject to dress code requirements. Shirts must be worn on the job at all times.

B. No person employed by the CONTRACTOR or any of his Subcontractors will be

allowed inside any unit without being accompanied by the OWNER, his contact or unless specific written permission is received.

C. ABSOLUTELY NO NOISY ACTIVITIES (lifts, chipping hammers etc…) BEFORE 8:00 a.m. or AFTER 5:00 p.m.

SECTION 01500


D. No radios or other music playing shall be permitted.

E. CONTRACTOR shall provide his own waste receptacles and contract with local

waste management carrier for removal of construction debris. CONTRACTOR will NOT use Owner’s dumpster.

F. No drugs or alcohol will be permitted on the site. G. The CONTRACTOR will be responsible for providing a full time, English speaking

superintendent on the job, to remain onsite at all times work is being performed by CONTRACTOR.

1.06 TELEPHONE

A. The CONTRACTOR will be available to OWNER'S REPRESENTATIVE and subcontractors during working hours via mobile telephone.

1.07 PARKING

A. Parking onsite is limited. Contractor’s parking will be limited to within established staging area.

1.09 SIGNS

A. Job signs shall not be erected without written approval of the OWNER. 1.10 PRODUCT AND MATERIAL SUBSTITUTIONS

A. "Or approved substitute or equivalent": Where named products in specifications text are accompanied by this phrase and approval was not requested nor approved during the Bid period, comply with those Contract Document provisions concerning "substitutions" for obtaining OWNER’S REPRESENTATIVE'S approval (by Change Order) to provide an unnamed product.

B. Named Products: Manufacturer's name for product, as recorded in published

product literature, of latest issue as of date of Contract Documents. Refer requests to use products of a later (or earlier) model to OWNER’S REPRESENTATIVE for acceptance before proceeding.

C. OWNER’S REPRESENTATIVE will consider requests from CONTRACTOR for

substitutions up to date of Bid Opening. Subsequently, substitutions will be considered only when a product becomes unavailable due to no fault of CONTRACTOR.

1. Submit 3 completed copies of the Substitution Request form at the end of

this Section.

SECTION 01500


2. OWNER’S REPRESENTATIVE will determine acceptability of proposed

substitution, and will notify CONTRACTOR of acceptance or rejection in writing within a reasonable time.

3. Only one request in writing for substitution will be considered for each

product. When substitution is not accepted, provide specified product.

D. Work-Related Submittals: CONTRACTOR'S submittal of (and OWNER’S REPRESENTATIVE'S acceptance of) shop drawings, product data or samples which relate to work not complying with requirements of Contract Documents, does not constitute an acceptable or valid request for a substitution, nor approval thereof.

1.11 REQUESTS FOR INFORMATION

A. Requests for Information (R.F.I.’s) during construction phase of project shall be submitted via written request, to be submitted to OWNER’S REPRESENTATIVE for response.

B. CONTRACTOR shall utilize form titled “Request for Information” located at the

end of this Section.

C. Completed form shall be submitted to OWNER’S REPRESENTATIVE via fax transmission or mail using OWNER’S REPRESENTATIVE’S contact information printed on the RFI form.

D. OWNER’S REPRESENTATIVE shall endeavor to answer CONTRACTOR’S

requests within two business days of the receipt of such request.

SECTION 01500


SUBSTITUTION REQUEST FORM DATE: __________________________ PROJECT:__________________________________________________________________ SPECIFIED ITEM:_______________________________________________________________ ___________ ____ _____________ ____________________________________ SECTION PAGE PARAGRAPH DESCRIPTION The undersigned requests consideration of the following: ___________________________________________________________________________ (PROPOSED SUBSTITUTION) The undersigned certifies the following are correct, unless modified by attachments: 1. The proposed substitution does not affect dimensions shown on the Drawings. 2. The undersigned (CONTRACTOR) will pay for changes to the building design, including

engineering design, detailing, and construction costs caused by the requested substitution.

3. The proposed substitution will have no adverse effect on other trades, the construction schedule, unit prices or specified warranty requirements.

4. Maintenance and service parts will be locally available for the proposed substitution. The undersigned further states that the function, appearance and quality of the proposed substitution are equivalent or superior to the specified item.

(For use by TRC Worldwide Engineering, Inc.) Submitted by:

________ Accepted ________________________________ Signature ________ Accepted as Noted ________________________________ ________ Not Accepted Firm

________ Received too Late ________________________________ Address By:______________________________ Telephone:_______________________ Remarks: Attached data includes product description, specifications, drawings, photographs, performance and test data adequate for evaluation of the request; applicable portions of the data are clearly identified. Attached data also includes a description of changes to the Contract Documents which the proposed substitution will require for its proper installation.

SECTION 01500


FIELD CHANGE REQUEST This is a written request from the CONTRACTOR requesting an addition, deletion or revision in the Work. The document is not a Change Order, but evidence that the parties expect the change requested will be incorporated and approved in a subsequently issued Change Order. DATE: PROJECT: NO.: CONTRACTOR: ISSUED BY: 1. The CONTRACTOR hereby requests the following change(s) in the Work.

DESCRIPTION OF THE CHANGE(S):

2. The proposed basis of adjustment to the Contract Sum is:

Lump Sum Increase (Decrease) of $ Unit Price of $ per

Not-to-Exceed Increase (Decrease) of $

3. The Contract Time is proposed to (be Adjusted) Remain Unchanged). The Proposed Adjustment, if any, is (an Increase of Days) (A Decrease of Days).

4. This Request is not a Change Order, but evidence that the parties expect the Change

Request will be incorporated and approved in a subsequently issued Change Order.

OWNER: CONTRACTOR: TRC WORLDWIDE: DATE: DATE: DATE: _______________

SECTION 01500


REQUEST FOR INFORMATION PROJECT: TO: TRC Worldwide Engineering, Inc. RFI #:

11926 Fairway Lakes Drive Fort Myers, Florida 33913 ATTN: Phone: (239) 939-1414 Fax: (239) 278-4289 FROM:

CONTRACTOR REQUEST DATE: ACTION REQUESTED

Clarification ENGINEER RESOLVED DATE: Direction

Approval

SUBJECT: REFERENCE: Specification Section: Other:

Detail No.: INFORMATION NEEDED:

CONTRACTOR RECOMMENDATION:

ENGINEER RESPONSE:

SECTION 03200


CONCRETE REINFORCEMENT PART 1: GENERAL

1.01 SUMMARY

A. Supply and install reinforcing steel as shown on the drawings and as specified. 1.02 REFERENCES

A. The installation of concrete reinforcement shall be in accordance with the following codes and standards: 1. Florida Building Code (FBC)

a. FBC – 2014 Edition 2. Concrete Reinforcing Steel Institute (CRSI)

a. CRSI - Manual of Standard Practice for Placing Reinforcing Bars 3. American Concrete Institute (ACI)

a. ACI 301, Specifications for Structural Concrete for Buildings b. ACI 315, Details and Detailing for Concrete Reinforcement c. ACI 318, Building Code Requirements for Structural Concrete

4. American Welding Society (AWS) a. AWS D-1.4, Structural Welding Code – Reinforced Steel

5. American Society for Testing and Materials (ASTM) 1.03 SUBMITTALS

A. Shop Drawings

1. Provide bar schedules and placing lists or fabrication drawings in accordance with ACI 315 for all steel for Engineer’s review prior to fabrication. Clearly indicate construction joints, openings, bar arrangement, bar spacing and splicing. Include sketch of typical mill marks and deformations on reinforcing bars. Furnish copies to the Engineer for approval.

1.04 QUALITY ASSURANCE

A. Reinforcing steel shall be clean, new stock, properly marked and tagged for identification prior to placing.

B. Deliver and handle materials to prevent damage to or weakening of reinforcement.

C. Prevent accumulation of rust or debris on reinforcement during storing. Store off ground and under cover.

SECTION 03200


PART 2: MATERIALS

2.01 REINFORCEMENT AND FABRICATION

A. Reinforcing bars shall be deformed conforming to ASTM A615 GR 60. B. Reinforcement shall be supported by suitably sized dense pre-cast concrete

blocks for concrete poured on grade. For concrete members exposed to the elements or a corrosive environment, the reinforcement shall be supported by either plastic coated or stainless steel chairs.

C. Ties shall be No. 16 gauge minimum, fully annealed, black steel wire. D. Welded wire fabric shall meet ASTM A185 or ASTM A82, cold-drawn, resistance

welded. E. Hooks and bends in reinforcing shall conform to ACI 315 unless otherwise shown

on the drawings. F. Chemical anchors shall be achieved by using an equal two part epoxy cartridge

system such as HIT-HY200 manufactured by Hilti. PART 3: EXECUTION 3.01 PLACING REINFORCING STEEL

A. Fabrication, detailing and placement of reinforcing steel shall conform to CRSI

Manual of Standard Practice, ACI 315 and ACI 318. Reinforcement shall be carefully placed, rigidly supported and well tied with bar supports and spacers.

B. Reinforcement shall be accurately placed and securely tied at intersections with 16 gauge black annealed wire. It shall be maintained in proper position by chairs, bar supports, or other devices approved by the Engineer.

C. All splices shall be as shown on the drawings. D. Concrete protection shall be as shown on drawings. E. The clear distance between parallel bars in a layer shall be the nominal diameter

of the bar, but not less than one inch. Wherever conduits, piping, inserts or sleeves interfere with the placing of reinforcing steel as shown, the Contractor shall consult with the Engineer before pouring concrete. The bending or field cutting of bars around openings or sleeves will not be permitted.

F. Clean bars of loose scale, heavy deposits or rust and oil, wax or other coatings that may reduce or destroy bonding before placing. Check and clean again if necessary before concrete is poured.

G. Dowel column and wall reinforcing to footing or pile cap with same size and number of dowels as vertical bars above.

H. Dowels shall be hooked “L” at bottom and shall be lapped as indicated in the plans with the column or wall reinforcing above.

I. Concrete columns shall be tied columns unless otherwise indicated.

SECTION 03200


3.02 COORDINATION

A. Coordinate work with other trades in order to eliminate interference before concrete is poured. Do not cast concrete until all reinforcing bars have been inspected and permission prior to pour is granted by the Engineer.

3.03 CLEAN UP

A. Clean up shall be in accordance with General Conditions.

END OF SECTION

SECTION 03290


JOINTS IN CONCRETE PART 1 GENERAL 1.1 SUMMARY

A. The Contractor shall construct all joints in concrete at the locations shown on the Drawings. Joints required in concrete structures are of various types and will be permitted only where shown on the Drawings, unless specifically accepted by the Engineer.

B. Construction joints, expansion joints, contraction joints and control joints shall be

provided at the locations shown and formed in accordance with the details shown on the Drawings and described in these specifications.

C. Waterstops shall be provided where shown on the Drawings and as described in

these specifications. D. All joint sealants shall be replaced at walkways and stairways of the structure.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. Without limiting the generality of other requirements of these Specifications, all work specified herein shall conform to or exceed the applicable requirements of the following documents to the extent that the provisions therein are not in conflict with the requirements of this Section.

1. Federal Specifications:

TT-S-00227E(3) – Sealing Compound, Elastomeric Type, Multi-component (For Caulking, Sealing, And Glazing Buildings And Other Structures).

2. U.S. Army Corps of Engineers Standard Specifications CRD-C572

3. Commercial Standards: ASTM C 920 - Specification for Elastomeric Joint Sealants. ASTM D 624 - Test Method for Rubber Property --Tear resistance. ASTM D 638 - Test Method for Tensile Properties of Plastics. ASTM D 746 - Test Method for Brittleness Temperature of Plastics and Elastomers by Impact. ASTM D 747 - Test Method for Apparent Bending Modules of Plastics by Means of a Cantilever Beam. ASTM D 1752 - Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. ASTM D 2240 – Test Method for Rubber Property – Durometer Hardness. ASTM D 2240 - Test Method for Rubber Property -- Durometer Hardness.

SECTION 03290


1.3 TYPES OF JOINTS:

A. Construction Joints: When fresh concrete is placed against a hardened concrete surface, the joint between the two pours is called construction joint. Unless noted otherwise, all joints in water bearing structures shall be provided with a waterstop of the shape specified herein.

B. Contraction Joints:

Contraction joints are similar to construction joints except that the fresh concrete shall not bond to the hardened surface of the first pour, which shall be coated with a bond breaker. The slab reinforcement shall be stopped 4-112 inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the second pour. Waterstop and/or sealant groove shall also be provided when specified on the Drawings.

C. Expansion Joints:

To allow the concrete to expand freely, a space is provided between the two pours, the joint shall be formed as detailed on the Drawings. This space is obtained by placing a preformed joint filler against the first pour, which acts as a form for the second pour. Unless noted otherwise, all expansion joints in water bearing members shall be provided with a 9-inch wide waterstop. Premolded expansion joint material shall be installed with the edge at the indicated distance below or back from finished concrete surface, and shall have a slightly tapered, dressed, and oiled wood strip secured to or placed at the edge thereof during concrete placement, which shall later be removed to form space for sealing material. The space so formed shall be filled with a joint sealant material as specified herein.

D. Control Joints:

The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. A groove, of the shape and dimensions shown on the Drawing, is formed or saw-cut in the concrete. This groove shall be filled with a joint sealant.

1.4 SUBMITTALS

A. Waterstops: Prior to production of the material required under this contract, qualification samples shall be submitted. Such samples shall consist of extruded or molded sections of each size or shape to be used, and shall be accomplished so that the material and workmanship represents in all respects the material to be furnished under this contract. The balance of the material to be used under this contract shall not be produced until after the Engineer has reviewed the qualification samples. The samples shall be delivered to a location on site indicated by the Engineer.

SECTION 03290


B. Joint Sealant: Prior to ordering the sealant material, the Contractor shall submit to the Engineer for the Engineer's review, sufficient data to show general compliance with the requirements of the Contract Documents.

C. Product data sheets of all materials proposed under this section

D. Shipping Certification:

The Contractor shall provide written certification from the manufacturer as an integral part of the shipping form, to show that all of the material shipped to this project meets or exceeds the physical property requirements of the Contract Documents. Contractor certificates are not acceptable.

E. The Contractor shall submit placement Shop Drawings showing the location and

type of all joints for each structure. 1.5 QUALITY ASSURANCE

A. Waterstop

1. Review: It is required that all waterstop field joints shall be subject to review inspection, and no such work shall be scheduled or started without having made prior arrangements with the Engineer to provide for the required reviews. Not less than 24 hours' notice shall be provided to the Engineer for scheduling such reviews.

2. All field joints in waterstops will be subject to rigid review for misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defects which would reduce the potential resistance of the material to water pressure at any point. All defective joints shall be replaced with material which will pass said review, and all faulty material shall be removed from the site and disposed of by the Contractor at its own expense.

3. The following defects represent a partial list of defects which shall be grounds for rejection:

a. Offsets at joints greater than 1-1/16 inch or 15 percent material thickness, at any point, whichever is less.

b. Exterior crack at joint, due to incomplete bond, which deeper than 1/16 inch or 15 percent of material thickness, at any point, whichever is less.

c. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16 inch or 15 percent of material thickness at any point, whichever is less.

d. Misalignment of joint which result in misalignment of the waterstop in excess of 1-1/2 inch in 10 feet.

e. Porosity in the welded joint as evidenced by visual inspection. f. Bubbles or inadequate bonding which can be detected with pen-knife

test. (If, while prodding the entire joint with the point of a pen knife,

SECTION 03290


the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective.)

1.6 WARRANTY

A. Sealants: The Contractor shall provide a two-year written guarantee of the joint sealant installation against faulty and/or incompatible materials and workmanship, together with a statement that it agrees to repair or replace, to the satisfaction of the Owner at no additional cost to the Owner, any such defective areas which become evident within said two-year guarantee period.

B. Joint Waterproofing System: Contractor shall provide a ten (10) year written guarantee for the Sikadur Combiflex SG system.

C. PVC Waterstops: Contractor shall provide a one (1) year manufacturer warranty.

PART 2 PRODUCTS 2.1 PVC WATERSTOPS

A. General: Waterstops shall be extruded from an elastomeric polyvinylchloride compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements of these Specifications. No reclaimed or scrap material shall be used. The Contractor shall obtain from the waterstop manufacturer and shall furnish to the Engineer for review, current test reports and a written certification of the manufacturer that the material to be shipped to the job meets the physical requirements as outlined in the U.S. Army Corps of Engineers Specification CRD-C572 and listed in Paragraph C. below.

B. Multi-Rib Waterstops: All PVC waterstops shall be of Multi-rib construction. Waterstops

shall Greenstreak #709 ribbed centerbulb equal. Compatible batten bars and anchor bolts shall be supplied by the same manufacturer. Prefabricated joint fittings (90° bends and tees) shall be used at all intersections of the ribbed-type waterstops and welded together according to the manufacturer’s specifications.

C. Multi-Rip Waterstops shall be used at all vertical expansion joint repairs and use prefabricated vertical T sections that are field welded to the existing base slab waterstops using manufacturer approved splicing irons.

D. Waterstop Testing Requirements: When tested in accordance with the specified test

standards, the waterstop material shall meet or exceed the following requirements: Value ASTM Std.

Tensile Strength-min (psi) 1750 D 638, Type IV Ultimate Elongation-min (percent) 350 D 638, Type IV Low Temp. Brittleness-Max (degrees F) -35 D 746 Stiffness in Flexure-min (psi) 400 D 747

SECTION 03290


Accelerated Extraction (CRD-C572) Tensile Strength-min (psi) 1500 D 638, Type IV Ultimate Elongation-min (percent) 300 D 638, Type IV Effect of Alkalis (CRD-C572) Ultimate Elongation-min (percent) 300 D 638, Type IV Change in Weight (percent) +0.25/-0.10 ---- Change in Durometer, Shore A + 5 D 2240

Finish Waterstop Tensile Strength-min (psi) 1400 D 638, Type IV Ultimate Elongation-min (percent) 280 D 638, Type IV

2.2 HYDROPHlLlC WATERSTOPS

A. Hydrophilic waterstops shall be designed to expand and seal under hydrostatic conditions. Waterstops for this project shall be Greenstreak Hydrotite CJ-1020-2K-ADH or approved equal.

B. Hydrophilic waterstops are to be used at all cold-joint locations where new concrete abuts existing as shown on the Drawings.

2.3 JOINT WATERPROOFING SYSTEM

A. For the sealing of joints and cracks subject to normal to very large movement a high performance joint waterproofing system shall be utilized, this occurs at all expansion joint locations. The system to be utilized shall be Sikadur Combiflex SG by Sika Corporation. Supporting materials for this system shall be Sikadur 31 Hi-Mod Gel Resin Adhesive, Combiflex Hypalon Sheeting, and an activating solvent. The activating solvent shall be an aromatic hydrocarbon with a specific gravity of 0.86. This system shall be applied in strict accordance with the manufacturer’s recommendations. Size of the system shall be 12” monolithic rolls in lengths suitable for each expansion joint.

B. The joint waterproofing system shall be applied to all expansion joints on the walls and base slab of the structure. For base slab expansion joints, remove existing joint sealant and replace joint filler material with new then apply Combiflex system.

C. System shall be installed by an installer that has proof of successful installation for a

minimum of five (5) years.

2.4 JOINT SEALANT

A. Joint sealant shall be polyurethane polymer designed for bonding to concrete which is continuously submerged in water.

B. Joint sealant material shall meet the following requirements:

SECTION 03290


Work Life 45 - 90 minutes Time to Reach 20 Shore " A Hardness 24 hours, maximum(at 77 °F,

200 gr quantity) Ultimate Hardness 30 - 40 Shore "A" Tensile Strength 250 psi, minimum Ultimate Elongation 400 percent, minimum Tear Resistance (Die C ASTM D 624) 75 pounds per inch of thickness,

minimum Color As Selected by Owner

C. All polyurethane sealants for joints in concrete shall conform to the following

requirements:

1. Sealant shall be 2-part polyurethane with the physical properties of the cured sealant conforming to or exceeding the requirements of ANSIIASTM C 920 or Federal Specification TT-S-00227 E(3) for 2-part material, as applicable.

2. For vertical joints and overhead horizontal joints, only "non-sag" compounds shall be used; all such compounds shall conform to the requirements of ANSIIASTM C 920 Class B, or Federal Specification TT-S-0027 E(3), Type II.

3. For plane horizontal joints, the self-leveling compounds which meet the requirements of ANSIIASTM C 920 Class A, or Federal Specification TT-S-0027 E(3), Type I shall be used. For joints subject to either pedestrian or vehicular traffic, a compound providing non-tracking characteristics, and having a Shore "A" hardness range of 25 to 35, shall be used.

4. Primer materials, if recommended by the sealant manufacturer, shall conform to the printed recommendations of the sealant manufacturer.

D. All sealants, wherever shown on the Drawings or required hereunder shall be

Sikaflex 2C SL/NS by Sika Corporation, or Eucolastic 1SL/NS by Euclid Chemical or approved equal.

E. Primers utilized for application of joint sealants shall be approved materials for the sealant manufacturer selected. For the product specified, approved primers shall be Sikaflex Primer 429 by Sika Corporation or Eucolastic Primer by Euclid Chemical.

2.5 PREFORMED JOINT FILLER

A. Preformed joint filler material shall be of the preformed non- extruding type joint filler constructed of cellular neoprene sponge rubber or polyurethane of firm texture. Bituminous fiber type will not be permitted. All non-extruding and resilient-type preformed expansion joint fillers shall conform to the requirements and tests set forth is ASTM D 1752 for Type I, except as otherwise specified herein.

SECTION 03290


2.6 BACKER ROD

A. Backer rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material used and shall have a tensile strength of not less than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod shall be 118-inch larger in diameter than the joint width except that a one-inch diameter rod shall be used for a 314-inch wide joint.

2.7 BOND BREAKER

A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company, San Mateo, California; Hunt Process 225-TU as manufactured by Hunt Process Co., Santa Fe Springs CA; Select Cure CRB as manufactured by Select Products Co., Upland, CA; or equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable.

PART 3 EXECUTION 3.1 GENERAL

A. Unless otherwise shown on the Drawings, waterstops of the type specified herein shall be embedded in the concrete across joints as shown. All waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. The Contractor shall take suitable precautions and means to support and protect the waterstops during the progress of the Work and shall repair or replace at its own expense any waterstops damaged during the progress of the Work. All waterstops shall be stored so as to permit free circulation of air around the waterstop material.

B. When any waterstop is installed in the concrete on 1 side of a joint, while the other

half or portion of the waterstop remains exposed to the atmosphere for more than 14 days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete.

3.2 SPLICES IN PVC WATERSTOPS

A. Splices in waterstops shall be performed by heat sealing the adjacent waterstop sections in accordance with the manufacturer's printed recommendations. It is essential that:

1. The material not be damaged by heat sealing. 2. The splices have a tensile strength of not less than 60 percent of the unspliced

materials tensile strength. 3. The continuity of the waterstop ribs and of its tubular center axis be maintained.

SECTION 03290


B. Butt joints of the ends of 2 identical waterstop sections may be made while the material is in the forms.

C. All joints in waterstop involving more than 2 ends to be joined together, and all joints

which involve an angle cut, alignment change, or the joining of 2 dissimilar waterstop sections shall be factory fabricated with not less than 24-inch long strips of material beyond the joint. Upon being inspected and accepted, such prefabricated waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms.

3.3 JOINT CONSTRUCTION

A. Setting PVC Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation. Adequate provisions must be made to support the waterstops during the progress of the Work and to insure the proper embedment in the concrete. The symmetrical halves of the waterstops shall be equally divided between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings. Maximum density and imperviousness of the concrete shall be insured by thoroughly working it in the vicinity of all joints.

B. In placing PVC waterstops in the forms, means shall be provided to prevent them

from being folded over by the concrete as it is placed. Unless otherwise shown, all waterstops shall be held in place with light wire ties on 12-inch centers which shall be passed through the edge of the waterstop and tied to the curtain of reinforcing steel. Horizontal waterstops, with their flat face in a vertical plane, shall be held in place with continuous supports to which the top edge of the waterstop shall be tacked. In placing concrete around horizontal waterstops, with their flat face in a horizontal plane, concrete shall be worked under the waterstops by hand so as to avoid the formation of air and rock pockets.

C. Joint Location: Construction joints, and other types of joints, shall be provided where

shown on the Drawings. When not shown on the Drawings, construction joints shall be provided at 35-foot maximum spacing for all concrete construction, unless noted otherwise. The location of all joints, of any type, shall be submitted for review by the Engineer.

D. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints

where bonding between two sections of concrete is required. Unless otherwise shown on the Drawings, such bonding will be required at all horizontal joints in walls. Surfaces shall be prepared in accordance with the requirements of Section entitled "Cast-in-Place Concrete."

E. Adequate means shall be provided for anchoring the waterstop in concrete.

Waterstops shall be positioned so that they are equally embedded in the concrete on each side of the joint.

SECTION 03290


F. Sealant application shall be in accordance with the manufacturer's printed instructions. The surfaces of the groove for the sealant shall not be coated. Concrete next to waterstops shall be placed in accordance with the requirements of Section entitled, "Cast-in-Place Concrete.”

G. The primer and sealant shall be placed strictly in accordance with the printed

recommendations of the manufacturer, taking special care to properly mix the sealant prior to application. All sealant shall cure at least 7 days before the structure is filled with water.

H. All sealant shall be installed by a competent waterproofing specialty contractor who

has a successful record of performance in similar installations. Before work is commenced, the crew doing the Work shall be instructed as to the proper method of application by a representative of the sealant manufacturer.

I. Thorough, uniform mixing of 2-part, catalyst-cured materials is essential; special

care shall be taken to properly mix the sealer before its application. Before any sealer is placed, the Contractor shall arrange to have the crew doing the Work carefully instructed as to the proper method of mixing and application by a representative of the sealant manufacturer.

J. Any joint sealant which, after the manufacturer's recommended curing time for the

job conditions of the Work hereunder, fails to fully and properly cure shall be completely removed; the groove shall be thoroughly sandblasted to remove all traces of the uncured or partially cured sealant and primer, and shall be re-sealed with the specified joint sealant. All costs of such removal, joint treatment, re-sealing, and appurtenant work shall be at the expense of the Contractor.

END OF SECTION

SECTION 03300


CAST-IN-PLACE CONCRETE PART 1: GENERAL

1.01 SUMMARY

A. Section Includes: 1. Cast-in-place concrete specifications for rebuilding the tank wall locations

excavated for expansion joint repairs.

1.02 REFERENCES

A. American Concrete Institute (ACI): 1. 116R – Cement and Concrete Terminology 2. 117 – Standard Specifications for Tolerances for Concrete Construction and

Materials 3. 211.1 – Standard Practice for Selecting Proportions for Normal, Heavy

Weight, and Mass Concrete 4. 211.2 – Standard Practice for Selecting Proportions for Structural

Lightweight Concrete 5. 214 – Recommended Practice for Evaluation of Strength Test Results of

Concrete 6. 229 R – Controller Low-Strength Materials 7. 301 – Specifications for Structural Concrete 8. 304 R – Guide for Measuring, Mixing, Transporting, and Placing Concrete 9. 305 R – Recommended Practice for Hot Weather Concreting 10. 306 R – Recommended Practice for Cold Weather Concreting 11. 318 – Building Code Requirements for Reinforced Concrete

B. ASTM International (ASTM)

1. C 33 – Standard Specification for Concrete Aggregates 2. C 94 – Standard Specification for Ready-Mixed Concrete 3. C 143 – Standard Test Method for Slump of Hydraulic Cement Concrete 4. C 150 – Standard Specification for Portland Cement 5. C 260 – Standard Specification for Air-Entraining Admixtures for Concrete 6. C 309 – Standard Specification for Liquid Membrane-Forming Compounds

for Curing Concrete 7. C 330 – Standard Specification for Lightweight Aggregates for Structural

Concrete 8. C 494 – Standard Specification for Chemical Admixtures for Concrete 9. C 618 – Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use as a Mineral Admixture in Concrete

SECTION 03300


1.03 SUBMITTALS

A. Product Data: Submit manufacturers literature for each type of product furnished.

B. Quality Assurance Submittals: 1. Concrete Mix: Submit proposed concrete mix designs for each strength,

slump, and combination of admixtures required for the Project. 2. Test Reports:

a. Submit chloride ion tests or total chloride test (with generally accepted method to relate total chloride to chloride ion) to show compliance with maximum ion concentrations.

(i) Tests may be from another job, utilizing the same proportions of aggregates, cements, and admixtures.

b. Submit slump, air-entrainment, compressive strength, and flatness and levelness test reports to the Engineer.


A. Codes and Standards:

1. In addition to complying with all pertinent codes and regulations, comply with all pertinent requirements of the following American Concrete Institute Publications:

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

b. ACI 211.1 – Standard Practice for Selection Proportions for Normal, Heavy Weight, and Mass Concrete

c. ACI 211.1 – Standard Practice for Selection Proportions for Structural Lightweight Concrete

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

e. ACI 305 R – Recommended Practice for Hot Weather Concreting f. ACI 306 R – Recommended Practice for Cold Weather Concreting g. ACI 318 – Building Code Requirements for Reinforced Concrete

B. Qualification for Testing: 1. The following field-testing procedures shall be performed only by personnel

holding current certificates issued by ACI for Concrete Field Testing Technician Grade I as required by local code.

a. Sampling of fresh concrete b. Testing fresh concrete for slump c. Testing fresh concrete for entrained air d. Making concrete specimens for compression tests

SECTION 03300


C. Pre-installation Conference: Conduct conference at Project site to comply with requirements in General Conditions of the Contractor. Review methods and procedures related to Concrete Work, including, but not limited to, the following: 1. Review and finalize construction schedule and verify availability of materials,

Installer’s personnel, equipment, and facilities needed to make progress and avoid delays.

2. Review requirements for concrete tolerances, finishing, and curing methods, prior to commencing concrete work.

1.05 PROJECT CONDITIONS

A. Environment Conditions:

1. Extreme Temperature Conditions: a. When extreme hot or cold weather conditions occur, or are expected to

occur, which might detrimentally affect concrete, employ handling and placing techniques to guard against such effects.

b. Comply with the recommendations of American Concrete Institute publications ACI 305 R and ACI 306 R, for hot and cold weather concreting.

2. Inclement Weather: a. Unless adequate protection is provided, do not place exterior concrete

during rain, sleet, or snow. b. Do not use calcium chloride or admixtures containing soluble chlorides.

PART 2: PRODUCTS 2.01 MATERIALS

A. Cement: ASTM C 150, Type II. B. Fine Aggregate: ASTM C 33 with fineness modules, 2.40 to 3.00. For pumped

concrete, 15 to 30% passing number 50 sieve and 5 to 10% passing a number 100 sieve.

C. Coarse Aggregate: ASTM C 33 with maximum size aggregate of ¾”. D. Water: Clean, fresh, potable. E. Air-Entraining Admixture: ASTM C 260. F. Concrete shall not exceed maximum chloride ion content for corrosion protection

as defined in ACI 318 Table 4.4.1. G. Fly Ash: ASTM C 618, Class C or F.

1. Fly ash shall not replace more than 20% of the cement. H. Water Reducing Admixtures:

1. Normal Set: ASTM C 494, Type A 2. Retarders: ASTM C 494, Type D

SECTION 03300


3. Accelerators: ASTM C494, Type C or E 4. High Range Water Reducers: ASTM C494, Type F

I. Evaporation Retardant: 1. Standard: Master Builders Confilm, Degussa Building Systems 2. Apply per manufacturer’s directions. 3. If used, grind off any remaining bond inhibiting residue after concrete cure.

J. Shrinkage compensation concrete shall have 5% dose (by weight) of Euclid Conex Shrinkage Reducing and Compensating Admixture.

2.02 MIX DESIGNS

A. Normal Weight Concrete:

1. Compressive Strength: 5,000 PSI 2. Minimum Cement Content: 630 pounds per cubic yard (adjust for air

entrainment) 3. Water/Cement Ratio: 0.45 maximum, no water to be added to concrete after

plant batching. 4. Slump: 4” + 1”, adjust with addition of the admixture for pumping 5. Use only where specified.

B. Air-Entrainment: 1. Provide air-entrainment at:

a. All concrete that is to be exposed to the elements (weather) in the completed structure.

b. Maximum air content shall be 3%. 2. All other concrete may be air-entrained or non-air-entrained, at the

Contractor’s option, but air-entrained concrete shall never exceed 3%. a. Hard-troweled finishes shall not have air-entrainment.

3. Percentage of air content shall be determined in accordance with the admixture manufacturer’s recommendations, to meet ASTM C173 or ASTM C231, based on aggregate size and a moderate level of exposure.

C. Selection of Concrete Proportions: 1. Proportions of materials for concrete shall be established in accordance with

Section 5.2 of ACI 318. 2. Follow ACI 211 and ACI 301 to determine the water-cement ration for

lightweight concrete. 3. Concrete Mixing:

a. Plant mix concrete materials in same proportions as approved concrete mix design in accordance with ACI 304.

(i) Incorporate admixtures in quantities and using methods recommended by admixture manufacturers.

(ii) Incorporate only admixtures included in the approved mix design, or with approval by Engineer.

SECTION 03300


b. Do not add water to batched concrete without approval by Engineer.

PART 3: EXECUTION 3.01 SITE VERIFICATION OF CONDITIONS

A. Inspection:

1. Prior to all work of this Section, carefully inspect the installed work of all other trades and verify that all such work is complete to the point where this installation may properly commence.

2. Verify that all items to be embedded in concrete are in place. 3. Verify that concrete may be placed to the lines and elevations indicated on

the Drawings, with all required clearance from reinforcement. B. Discrepancies:

1. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved.

3.02 PREPARATION

A. Remove all wood scraps, standing water, soil, and debris from the surfaces in which newly placed concrete will contact.

B. Prepare the existing face of concrete to be in contact with new concrete with wet sandblast to achieve exposed aggregate surface with minimum profile of+/- 1/16” in accordance with ICRI CSP-5.

C. Thoroughly clean all transporting and handling equipment. D. Place waterstop system at all locations in which existing and new cast-in-place

concrete interface. Allow a minimum of 2-1/2” concrete cover for the INJECTO-Tube and do not run the yellow INJECTO-Tube outside the formwork.

3.03 CONCRETE MIXING

A. Plant mix concrete materials in same proportions as approved concrete mix design and in accordance with ACI 304. 1. Incorporate admixtures in quantities and using methods recommended by

admixture manufacturers. 2. Incorporate only admixtures included in the approved mix design, or with

approval by Engineer. B. Do not add water to batched concrete with approval by Engineer.

3.04 PLACING CONCRETE

A. Method:

SECTION 03300


1. Convey concrete from mixer to place of final deposit by methods that will prevent separation and loss of materials.

2. For chuting, pumping, and pneumatically conveying concrete, use only equipment of such size and design to ensure a practically continuous flow of concrete at the delivery end without loss or separation of materials.

3. Deposit concrete as neatly as possible in its final position to avoid segregation due to re-handling and flowing.

4. Contractor shall use screed poles or similar devices to ensure that all slabs are cast at the proper elevations and that specified tolerances are maintained.

B. Rate of Placement: 1. Place concrete at such a rate that concrete is at all times plastic and flows

readily between reinforcement. 2. When placing is once started, carry it on as a continuous operation until

placement of the panel or section is complete. 3. Do not pour a greater area at one time than can be properly finished; this is

particularly important during hot or dry weather. 4. Placement shall be completed within 90 minutes and before 300 drum

revolutions after the introduction of mixing water to the cement of the introduction of the cement to the aggregate.

C. Compaction: 1. Thoroughly consolidate all concrete by suitable means during placement,

working it around all embedded fixtures and into corners of forms. 2. During placement, thoroughly compact the concrete by hand tamping and by

mechanical vibration. D. Acceptability:

1. Do not use retempered concrete or concrete that has been contaminated by foreign materials.

3.05 LEVELING AND FINISHING

A. General: Finish concrete in accordance with ACI 301. B. New concrete surfaces shall be clean, properly cured, smooth, and free of voids,

ridges, and sharp projections to receive High Performance Coating specified in Section 09960.

3.06 CURING

A. Formed Surfaces:

1. Cure formed surfaces by either of the following methods: a. Leave forms in place until the cumulative number of days or fractions

thereof, not necessarily consecutive, has totaled seven days during

SECTION 03300


which the temperature of the air in contact with the concrete is 50°F or above.

b. Remove forms at an earlier time, but apply curing compound to the concrete surfaces.

c. Apply compound in accordance with manufacturer’s recommendations. d. Do not add curing/sealing compound to wall that receive high

performance coating unless a letter has been submitted to the Engineer, prior to the compounds use, that the specific compounds are compatible with their system.

B. Troweled Finish:

1. As soon as surface has dried sufficiently to not be marred by the application, apply sealer/curing compound in accordance with manufacturer’s recommendations.

2. Do not add curing/sealing compound to surfaces that will receive waterproofing unless a letter has been submitted to the Engineer, prior to the compounds use, that the specific compounds are compatible with their system.

3. After application, keep all traffic, tools, materials, and equipment off such treated areas for at least twenty-four hours.

C. Wet Cure: 1. Concrete not covered with curing compound should be kept wet for at least

7 calendar days. 2. Keep forms continuously wet to prevent the moisture loss until forms are

removed. D. Curing Compound Removal:

1. Remove residual curing compound no earlier than 28 calendar days after application of after structure is enclosed and protected from exterior water sources.

2. Wet mop or rinse and wet vacuum slab to remove traces of cleaning products.

3.07 TESTS

A. Testing Laboratory:

1. The owner shall engage the testing agency to conduct the testing for compliance with the requirements of the Project Manual.

B. Compression Tests: 1. Secure minimum five standard cylinders from each pour of concrete,

additional five sets of cylinders for every 50 cubic yards of concrete placement of the day, in accordance with ASTM C31, and cure under standard moisture and temperature conditions.

SECTION 03300


2. From each batch test in accordance with ASTM C39. 3. Test two cylinders at 7 calendar days and two cylinders at 28 calendar days,

and save one for additional testing, if needed. 4. Submit duplicate tests reports of results from testing to the Engineer. 5. Take steps immediately to evaluate unsatisfactory test results. 6. In the event of unsatisfactory test results, an investigation as outlined in

Section 5.6.4 of ACI 318 shall be employed. C. Slump/Air-Entrainment

1. Perform slump tests in accordance with ASTM C 143. 2. Determine the air content of air-entrained concrete in accordance with

ASTM standards. 3. Report results of slump tests on each compression test report, and report

whether the concrete represented by the compression tests is air-entrained or non-air-entrained.

D. Retesting: 1. Should additional testing be required because of unsatisfactory test results,

the Contractor shall reimburse the owner for the costs incurred for correcting any deficiencies and the costs of any tests.

END OF SECTION

SECTION 03312


CONCRETE REPAIR WORK

PART 1: GENERAL 1.01 SUMMARY

A. The OWNER’S REPRESENTATIVE will field mark geometry and extent of concrete repairs.

B. Compensation for completed Work shall be based on field-measured quantities as measured and reported by the OWNER’S REPRESENTATIVE.

1.02 REFERENCES

Comply with provisions of the following codes, specifications and standards, except where more stringent requirements are shown or specified.

A. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete

Institute.

B. ACI 318 - Building Code Requirements for Reinforced Concrete; American Concrete Institute.

C. ACI 347R - Guide to Formwork for Concrete; American Concrete Institute.

D. ASTM A 185 - Standard Specification for Steel Welded Wire Fabric, Plain, for

Concrete Reinforcement.

E. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

F. ASTM A 416 - Standard Specification for Steel Strand, Uncoated Seven-Wire

Stress-Relieved for Prestressed Concrete.

G. ASTM C 31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

H ASTM C 33 - Standard Specification for Concrete Aggregates.

I. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens.

J. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete.

K. ASTM C 309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

SECTION 03312


L. ASTM C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete. M. NACE International – National Association of Corrosion Engineers.

N. SSPC – Steel Structures Painting Council.


A. Comply with the following:

1. "Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion" (Guideline No. 03730), published by the International Concrete Repair Institute, 1323 Shepard Drive, Suite D, Sterling, Virginia 20164-4428 - Copyright 1995.

2. Apply all repair materials in accordance with the manufacturer’s

recommendations for storage, preparation, mixing, placement and curing.

B. The Contractor shall contact TRC Worldwide Engineering, Inc. to request and schedule inspections as follows:

1. Prior to chipping to allow scope of existing concrete excavation to be laid

out in field. 2. Prior to placing repair mortar to verify reinforcing steel conditions, adjacent

surface preparation, and corrosion mitigation anode placement.

1.03 SUBMITTALS

A. Contractor to submit shop drawings prior to work on each material and product to be used. Submittal may be submitted in electronic form. Data and MSDS sheets shall be submitted for each product or material used.

PART 2: PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS

A. Euclid Chemical Company.

B. Sika Corporation. C. Epoxytec Coatings

SECTION 03312


2.02 MATERIAL SCHEDULE

Description Euclid Chemical Company Sika Corporation

Formed / Horizontal Repair Eucocrete Sikacrete 211 SCC Plus

Vertical / Overhead Repair Verticoat Supreme SikaTop 123 Plus

Reinforcing Protection / Bonding Agent Duralprep A.C. Armatec 110 EpoCem

A. CONTRACTOR is responsible for ensuring compatibility of cementitious repair

materials and weather protection products to be used.

B. Repairs deeper than allowed for neat mortar shall be extended with coarse aggregate per the manufacturer’s recommendations.

C. Zinc rich rebar primers are not allowed.

D. Single Source Responsibility: Provide mortars and anti-corrosion and bonding

agent produced by the same manufacturer for all concrete repairs.

E. Substitutions permitted if equivalent material is submitted and approved by OWNER’S REPRESENTATIVE prior to use.

2.03 REINFORCING MATERIALS

A. Reinforcing Steel: Shall be Grade 60 deformed bars, complying with ASTM A615 free from oil, scale and rust, placed in accordance with the American Concrete Institute Standard Specifications and Details.

B. Coupled Splices may be achieved using the ZAP Screwlock system

manufactured by Barsplice Products, Inc. or approved alternate.

C. Chemical Anchors shall be achieved using an equal two part epoxy cartridge system such as HIT-HY200 manufactured by Hilti.

2.04 CONCRETE RESURFACING

A. Resurfacing of concrete will be required prior to the application of coatings to the structure. All vertical concrete surfaces shall be coated with Epoxytec Ceramico epoxy modified mortar at a minimum thickness of 1/8”.

SECTION 03312


PART 3: EXECUTION 3.01 REMOVAL GEOMETRY

A. Excavate and remove all spalled and unsound concrete resulting from reinforcing steel corrosion. Maximum size chipping hammers shall be limited to 30 pounds. Fractured aggregate profile shall conform to ICRI CSP-7 & SSPC-SP13/NACE 6.

B. Saw cut along edges of excavated areas, to achieve a minimum depth of ¼ inch

to a maximum of ½ inch. Adjust saw depth to avoid cutting into reinforcing bars. Sufficient room shall be provided around each bar marked to have a corrosion mitigation anode installed.

C. Edges of repair areas adjacent to sound existing concrete shall be cut in straight

lined regular shaped patterns.

D. Existing reinforcing shall be chipped out all around the bar until the entire circumference has been exposed to clean unaffected cross-section and a ¾ inch minimum clearance is achieved behind the backside of each bar.

E. Excavate as required such that the total depth of repair is not less than 2”.

3.02 SURFACE PREPARATION

A. Prepare surface of concrete and adjust pressure and blasting media as required to obtain a surface profile equal to CSP 3-4. Properly clean profiled concrete with clean water to receive repair material. Blasting media must be cleaned daily prior to leaving jobsite for the day.

B. All exposed reinforcing shall be abrasively cleaned free of bond inhibiting corrosion by sandblasting using oil-free compressed air to achieve a near white metal profile in accordance with SSPC-SP10/NACE-2.

C. All exposed and cleaned reinforcing shall be coated with anti-corrosion and

bonding agent in accordance with the manufacturer’s recommendations.

D. All existing concrete surfaces to receive new concrete or repair mortar shall be prepared and maintained in a surface saturated dry (SSD) condition up to time of placement.

E. Forms and excavated concrete areas shall be kept in clean condition, free of

debris and standing water. 3.03 REINFORCING DETAILS

A. Contact OWNER’S REPRESENTATIVE if reinforcing bars that exhibit 20% or greater loss of the gross bar section are discovered. Do not remove corroded reinforcement unless directed by OWNER’S REPRESENTATIVE.

SECTION 03312


B. Reinforcing bars that exhibit 20% or greater loss of the gross bar section shall be chemically anchored with an epoxy set offset dowel or overlap spliced to achieve (48x) bar diameters length with a new bar of the same size.

C. Dowels to be chemically anchored with epoxy adhesive shall be set into pre-

drilled holes at a depth of no less than (12x) bar diameters. D. Where reinforcement is to be supplemented or replaced with new reinforcement,

per OWNER’S DIRECTIVE, new reinforcement shall be chemically anchored with an epoxy set offset dowel with a new bar of the same size maintaining 2” minimum clear cover to all sides and top of concrete pedestal. Epoxy embedment for new reinforcement shall be as follows: 1. # 4 – minimum concrete embedment 6” 2. # 5 – minimum concrete embedment 7-1/2” 3. # 6 – minimum concrete embedment 10” 4. # 7 or larger – contact OWNER’S REPRESENTATIVE

3.05 MIXING & PLACEMENT

A. Mix repair mortars in accordance with the manufacturer’s instructions using a low speed drill and mixing paddle in suitable sized container. For extended mixes, the coarse aggregate shall be added last, once a lump free homogenous mixture is achieved.

B. At deep form and pour repair areas, the concrete or repair mortar shall be

consolidated to remove entrapped air and evenly distribute the cement paste by means of vibration.

3.06 FINISHING & CURING

A. Moist cure all repair overlays with wet burlap in accordance with manufacturer's recommendations for particular material.

B. Repairs that require shoring must reach original design strength or the repair

material 7-day strength prior to removal of temporary posts. 3.07 REPAIR LINE ITEM COMPENSATION

A. Concrete Surface Repairs are based on 3” average depth per excavated Square

Foot.

B. Overhead Surface Repairs are based on 2.5” average depth per excavated Square Foot.

C. Formed Concrete Repairs are based on Cubic Feet of void form space.

SECTION 03312


3.08 REPAIR WORK / QUANTITIES

A. All Repair Counts indicated are estimated quantities for determining Base Bid Unit Prices for corresponding repair types using specified products.

END OF SECTION

SECTION 09900


EXTERIOR PAINTING PART 1: GENERAL 1.01 SECTION INCLUDES

A. Field preparation and application of surface conditioners, primers, and paints to the exterior face of the exterior wall.

1.02 SCOPE OF WORK

A. Inclusions: Paint to be applied to the exterior face of the exterior wall of the tank.

B. Pressure wash all exterior surfaces of tank including, ladders, railings, and stairways.


A. Applicator: Shall be specialized in commercial painting and finishing with a minimum five years documented experience and approved by paint manufacturer.

1.04 REGULATORY REQUIREMENTS

A. Conform to applicable code for flame/fuel/smoke rating requirements for finishes.

1.05 WARRANTY

A. Provide manufacturer's product and labor warranty for exterior tank finish coating system for a period of (7) years from date of substantial completion.

B. Warranty against blistering, peeling or other loss of adhesion, yellowing, excessive chalking, and water intrusion in the case of waterproofing and other defects in material.

1.06 BARRIERS AND ENCLOSURES

A. Provide to prevent public entry, to protect existing trees and plants, to provide for owners use of site, to protect existing facilities and adjacent properties from damage and to protect products and finished work from inclement weather as conditions warrant.

1.07 CONSTRUCTION CLEANING

A. Maintain areas under contractor's control free of waste materials, debris

SECTION 09900


and rubbish.

B. Remove waste materials, debris and rubbish from site periodically and dispose of off-site, conforming to applicable regulations for disposal of debris.

C. Maintain disposal area in an orderly manner; prevent run-off into water or

adjacent properties. 1.08 STORAGE AREAS AND SHEDS

A. CONTRACTOR to suggest area which must be approved by OWNER.

B. As required for material storage allowing for access, maintenance and inspection of products.

1.09 STORAGE AND PROTECTION

A. Store products immediately upon delivery, in accordance with manufacturer's recommendations with seals and labels intact.

B. Protect until installed.

1.10 ENVIRONMENTAL REQUIREMENTS

A. When humidity is above 85% or when air or substrate surface temperature is below manufacturer's recommendations, consult manufacturer’s representative prior to painting in these conditions. Obtain and submit to Owner’s Representative written permission from manufacturer to permit application of paint in these conditions prior to proceeding.

PART 2: PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS

A. Tnemec Company Incorporated

B. XIM Products, Inc. for XIM Primers noted below. C. Substitutions: Submit equivalent product for review and approval prior to

use. Bids shall be based on products and manufacturers specified herein. 2.02 MATERIALS

A. Surface Conditioner & Finish – Bare Concrete: Tnemec 156 Enviro-Crete at any visible repairs or concrete not previously painted. Otherwise, product is self-priming.

SECTION 09900


B. Bonding Primer – For PVC Conduits: XIM #400W ES White applied at a coverage rate of 650 to 750 square feet per gallon with a wet mil thickness of 1.0 to 1.7 to achieve a dry mil thickness of 0.75 to 1.25.

C. Concrete Crack Repair – Lighthouse VIP 5000 or approved alternate. 2.03 ACCESSORIES

A. Rust Convertor: OSPHO.

B. Chemical Paint Stripper: Dad’s Easy Spray by Sansher Corporation or

approved alternate. C. Stainless Steel Wash Solution: Chlor*Rid DTS (Direct-to-Surface) single

component, biodegradable, organic bonding chemical blend with no volatile organic content (VOC).

D. Caulk: Sonolastic 150 by BASF Building Systems

E. Solvent Cleaner: XYLENE.

F. Accessory Materials: Paint additives, thinners, and other materials not

specifically indicated but required to achieve the finishes specified; of commercial quality.

C. Patching Compounds: To match, blend and be compatible with adjacent

surfaces and materials; to suit application as follows: 2.04 FINISHES & COLORS

A. Refer to surface finish schedule at end of specification. B. Colors shall be as selected and approved by OWNER from manufacturer's

Color System or to match existing. PART 3: EXECUTION 3.01 INSPECTION

A. Verify surfaces are ready to receive work as recommended by manufacturer.

B. Examine surfaces scheduled to be finished prior to commencement of

work. Report any condition that may potentially affect proper application.

C. Verify substrate moisture content does not exceed manufacturer's recommended "dry" condition.

SECTION 09900


D. Beginning of installation means acceptance of existing surfaces. E. The CONTRACTOR shall coordinate weekly inspection with paint

manufacturer’s representative during application of paint. Paint manufacturer’s representative shall submit to CONTRACTOR, OWNER, and OWNER’S REPRESENTATIVE written reports of work in progress.

3.02 PREPARATION

A. General: 1. Perform preparation and cleaning procedures as recommended by

manufacturer, and as herein specified, for each particular substrate condition.

2. For more detailed information, see manuals and publications of standard industry procedures provided by organizations such as the following:

a. American Institute of Architects (AIA) b. Construction Specifications Institute (CSI) c. American Society for Testing and Materials (ASTM) d. Painting and Decorating Contractors of American (PDCA) e. Steel Structures Painting Council (SSPC)

3. Remove or protect items not to be finish painted. After completion of painting in each space or area, reinstall removed items.

4. Pull back soil, landscape mulch, gravel to uncover a minimum of 6” of the concrete tank walls below grade. Excavation and subsequent painting does not need to extend below top of tank footing.

B. Pressure Washing:

1. Wash surfaces using a 3,500 psi commercial grade water blaster. 2. Use appropriate nozzle tips. 3. Start at top and work down. 4. Divide surfaces into smaller areas. 5. Thoroughly spray each area horizontally and vertically, overlapping

spray passes. 6. Check surface for loose, peeling or flaking paint. 7. Repeat pressure-washing procedure until a sound, tight, surface

remains. 8. Scrape and sand if necessary to remove remaining loose materials.

C. Caulk and Sealant: Caulk exterior wall tank envelope from air and moisture infiltration by removing and replacing existing caulks and / or sealant; and caulking previously uncaulked areas, unless specifically excluded by OWNER’ CONTACT or OWNER'S REPRESENTATIVE in writing. This includes, but is not limited to: pipe penetrations; fixture penetrations and / or perimeters; joints and perimeters of decorative bands.

SECTION 09900


1. General preparation and caulk application: a. Rake out with knife and clean. b. Prime with surface conditioner. c. Fit with backer rod or bond breaker. d. Caulk with specified sealant. e. Face width of tooled caulk bead shall be ½-inch. f. Finger tooling is not allowed.

D. Crack Treatment:

1. Concrete Tank Walls: a. Cracks in tank walls that are less than 1/64 inch (0.4mm)

wide, fill cracks by brushing with Tnemec 156 Enviro-Crete b. Cracks from 1/64 up to 1/16” wide: Apply 5100/5101

Buttering Grade patching compound over the center of the crack. Trowel or brush to feather the material from 1/16” thick at center of crack to 0” at edge over a 2” wide area, 2” wide each side of crack.

c. Cracks greater than 1/16” or cracks that are actively leaking shall be immediately brought to the attention of the OWNER’S REPRESENTATIVE. Do not provide any crack treatment for these cracks.

E. Rust Stains:

a. From imbedded iron deposits: 1. Chip, drill or chisel out. 2. Treat any rust with convertor by brush and allow

drying. 3. Seal adjacent masonry and / or stucco with surface

conditioner. 4. Fill with knife grade patching compound, blend with

adjacent surfaces. 3.03 PROTECTION

A. Protect elements, surrounding the work of this Section from damage or disfiguration.

B. Protect the grass and soil surrounding the tanks from damage as a result of man lifts used for painting. At completion of work, repair any ruts and replace grass killed by work with sod.

C. Repair damage to other surfaces caused by Work of this Section.

D. Furnish drop cloths, shields and protective methods to prevent spray or

droppings from disfiguring other surfaces.

E. Remove empty paint containers from site.

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3.04 GENERAL APPLICATION

A. Apply products in strict accordance with manufacturer's recommendations.

B. Do not apply finishes to surfaces that are not dry. C. Apply each coat to achieve dry film thickness as recommended by

manufacturer.

D. Allow applied coat to dry before next coat is applied.

G. Apply exterior coatings using brush and roll method. 3.05 CLEANING

A. As work proceeds, promptly remove paint where spilled, splashed or spattered. Use only approved solvent for cleaning.

B. During progress of work, maintain premises free of unnecessary

accumulation of tools, equipment, surplus materials and debris.

C. Collect waste constituting a fire hazard, place in metal containers and remove daily.

3.06 FINISH SCHEDULE

A. Concrete - Tank Exterior Surfaces:

1. Refer to Article 3.02 Preparation.

2. Tnemec 156 Enviro-Crete. Paint with 1 coat system applying 12 mils wet to achieve 6.0 mils dry. Coverage rate at 136 square feet per gallon.

3.07 SPECIAL CONSIDERATIONS

A. Finishes shall be applied to achieve specified dry film thickness. Spread rates available on technical data sheets and product labels may only be used as a guideline for material estimates.

B. It is the responsibility of the applicator to determine spread rates based on

surface textures, profiles and porosity after required preparation.

C. The CONTRACTOR shall also be responsible for determining the number of finish coats to provide satisfactory hide and coverage without compromising the finish and performance characteristics of the products.

D. The CONTRACTOR shall contact OWNER’S REPRESENTATIVE and

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PAINT MANUFACTURER’S REPRESENTATIVE during application to perform wet film thickness verification.

E. At completion of project after acceptance of paint by OWNER and

OWNER’S REPRESENTATIVE, reinstall soil, gravel, or landscaping mulch removed for painting, repair ruts in ground caused by vehicles or lifts, and repair any grass killed during work with sod.

END OF SECTION

SECTION 09960


HIGH-PERFORMANCE COATINGS

PART 1 - GENERAL

1.1 SUMMARY

A. This section defines the scope of work of the specifications which includes executing surface preparation, cleaning, application of specified products, inspection and testing for general repairs and lining of newly installed and existing concrete surfaces by a monolithic application of a high build, 100% solids, structural epoxy system to seal infiltration/exfiltration, repair voids and deterioration, and provide enhanced corrosion protection as a total rehabilitative lining system.

B. Surface preparation and application of high-performance coating systems shall be performed on the inside face of exterior walls and to be wrapped along the top cap of the wall. High performance coating shall wrap down base of wall and 6” onto base slab. Minimum coating thickness of 100 mils DFT.


A. The Contractor shall be responsible for furnishing all labor, supervision, materials, and equipment required to complete all rehabilitation work, testing, and surface restoration in accordance with this Specification.

B. All supplies shall be stored and maintained by the Contractor in accordance with manufacturer’s recommendations. Materials shall not be exposed to adverse conditions prior to the work. All materials shall be kept in secured areas and away from general public access. The Contractor shall review and maintain all Material Safety Data Sheets (MSDS), product labeling, and technical literature on site.

C. High performance coating shall be applied by a manufacturer certified applicator.

1.3 REFERENCES

A. The latest codes and standards referenced and belonging to the following organizations shall be followed: 1. American Society for Testing and Materials (ASTM) 2. National Association of Corrosion Engineers, NACE International (NACE) 3. The Society for Protective Coatings (SSPC) 4. Occupational Safety and Health Administration (OSHA) 5. Resource Conservation and Recovery Act (RCRA) 6. United States Environmental Protection Agency (EPA) 7. Environmental Technology Verification (ETV) 8. International Concrete Repair Institute (ICRI) 9. National Association of Sewer Service Companies (NASSCO) 10. National Sanitation Foundation (NSF) 11. Center for Innovative Grouting Materials and Technology (CIGMAT)

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1.4 SUBMITTALS

A. Technical data sheets and material safety data sheets on each product proposed shall be furnished. The technical data, with quantitative and qualitative values based on ASTM testing results, and/or other 3rd party testing methods shall demonstrate performance conformity with these specifications.

B. Installer shall provide a sample application of each coating specified for approval prior to application of entire system.

1.5 WARRANTY

A. Materials and labor shall be warranted with bond by the Contractor of applied material systems for a period of ten (10) years from the date of final payment.

B. Failure will be deemed to have occurred if the protective system fails to 1. Prevent the internal damage or corrosion of the underlying structure due to

bacteriological, chemical, gaseous, erosive and abrasive attack. It does not include excessive atypical non-wastewater induced chemical abuse of atypical acts of God which may cause structural damage.

2. Seal and protect the substrate and environment from contamination by effluent. 3. Seal and protect the influent.

C. Contractor shall, within a reasonable time after receipt of written notice thereof, repair defects in materials or workmanship which may develop during said warranty period, and any damage to other work caused by such defects or the repairing of same, at his own expense and without cost to the Owner.

PART 2 - PRODUCTS

2.1 HIGH-PERFORMANCE COATING LINER

A. General 1. It is the intent of this section to provide for the waterproofing, sealing, structural

reinforcement and corrosion protection of manholes and similar underground structures by safe, quick and economical application of an ultra-high build 100% solids structural epoxy liner.

2. This specification establishes the minimum standard for material and method of application for the structural reinforcement, sealing and corrosion protection of leaking and deteriorated manholes by lining with a 100% solids, high build structural grade epoxy.

3. The structural epoxy liner shall be installed at a minimum thickness of 100 mils DFT (0.1”).

B. Approved Manufacturer: Epoxytec Coatings

C. Approved Materials: 1. Trowel Applied: Epoxytec CPP #RC3 2. Spray Applied: Epoxytec CPP #C311S

D. Material Compatibility:

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1. Provide materials for use within each coating system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience.

PART 3 - EXECUTION

3.1 GENERAL

A. All work shall be in strict accordance with the specifications and recommendation including application of all products as required and in accordance with manufacturer’s directions.

B. Contractor shall conform to all local, state and federal regulations including those set forth by OSHA, RCRA and the EPA and any other applicable authorities.

C. Products are to be kept dry, protected from weather and stored under cover. Products are to be stored and handled according to their material safety data sheets. When freezing temperatures are expected in the area, the Contractor shall take measures to keep applied materials warm as per manufacturer’s guidelines and provide the required heat in the structure before repair work is started.

D. Any invert(s), channels, drains, or other openings shall be covered during construction operations to prevent loose materials from collection.

E. Bypassing and/or blocking of flow shall be done only with prior approval of the Owner. Contractor shall be responsible for transporting or pumping water to maintain operation of any flow, treatment, collection or distribution system while repairs or lining to structures are made.

F. The Owner shall supply water necessary for the project to the Contractor at no cost, from locations indicated by the Owner prior to the commencement of work.

G. Use approved equipment designed, recommended and/or manufactured by the material supplier specifically for the application of all materials.

H. Applicator shall initiate and enforce quality control procedures consistent with applicable ICRI, NACE and/or SSPC standards and the repair/coating manufacturer’s recommendations.

3.2 EXAMINATION

A. Examine surface to receive rehabilitation prior to applying any materials. Notify Owner’s Representative in writing if surfaces are not acceptable for rehabilitation and/or lining.

B. All structures to be repaired and coated shall be readily accessible to the Applicator.

C. Any active flows shall be dammed, plugged or bypassed as required to ensure that the liquid flow is maintained below the surfaces to be coated and that concrete to be coated has not reached moisture levels surpassing 90%. Flows should be totally

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plugged and/or diverted when coating any invert. All extraneous flows into the structures at or above the area coated shall be plugged and/or diverted until the structural epoxy coating has set hard to the touch.

D. Temperature of the surface to be coated must be maintained between 65°F and 110°F during application. Prior to and during application, care should be taken to avoid exposure of direct sunlight or other intense heat source to the structure being coated. Specified surfaces should be shielded to avoid exposure of direct sunlight or other intense heat source. Where varying surface temperatures do exist, coating installation should be scheduled when the temperature is falling versus rising.

E. New Portland cement concrete shall have endured a minimum 28 days curing process prior to commencing epoxy structural coating installation.

F. Prior to commencing surface preparation, Contractor shall inspect all surfaces specified to receive the coating and notify the Owner’s Representative or any noticeable disparity in the site, structure or surfaces which may interfere with the work, use of materials or procedures as specified herein.

3.3 CLEANING AND PREPARATION

A. Surface preparation much be achieved immediately prior to utilizing any repair material and/or coatings; re-inspection and/or subsequent surface preparation may need to be repeated should conditions change after initial preparation.

B. All receiving surfaces shall be thoroughly cleaned and made free of all foreign materials including dirt, grit, roots, grease, sludge and all debris or material that may be attached to the substrate.

C. Surface preparation shall be performed on all specified surfaces to be lined or rehabilitated. Unless otherwise noted, all newly installed concrete should undergo curing of minimum 28 days prior to surface preparation and rehab/lining execution.

D. The objective of surface preparation is to produce a surface that is suitable for application and adhesion of the specified protective coating system and repair products. 1. Protrusions such as from burrs, sharp edges, fins, and concrete spatter shall be

removed during surface preparation. 2. Voids and other defects that are at or near the surface shall be exposed during

surface preparation. 3. All concrete that is not sound shall be removed and repaired so that only sound

concrete remains.

E. Surface preparation must achieve a clean and sound substrate in accordance with SSPC-SP13/NACE 6 “Surface Preparation of Concrete.” 1. High pressure water cleaning or water jetting, and/or pre-approved dry or wet

abrasive blasting may be necessary in order to achieve acceptable surface preparation free of all foreign material, laitance, oils, grease, incompatible existing coatings, waxes, form release, curing compounds, efflorescence, sealers, salts, and/or other contaminants.

2. An ICRI profile of CSP 3 or higher shall be achieved. 3. For existing structures, surface preparation shall yield a pH of 7 or higher.

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4. No surface water or active leaks are to be present. Prepared concrete surfaces shall be tested for residual moisture after cleaning and drying, and prior to the application of the coating. Drying may be required with forced air and/or dry heat to achieve moisture levels below 80% prior to coating.

5. When grease and oil are present within the structure, an approved detergent or degreaser may be used integrally with the high pressure cleaning water if conditions dictate.

F. All materials resulting from the cleaning shall be caught at the base of the structure and removed prior to applying specified products.

G. All loose or defective concrete, mortar, brick, grout, ledges, steps and protruding ledges shall be removed to provide an accessible and uniformed surface prior to application of materials.

3.4 LINING METHOD AND PROCEDURE

A. Application procedures shall conform to the recommendation of the structural epoxy coating manufacturer, including material handling, mixing, safety, and application equipment.

B. Top coating or additional coats of the structural epoxy coating should occur as soon as the prior coat becomes tack free, but no later than the recoat window for the specified material. Additional surface preparation procedures will be required if this recoat window is exceeded.

C. Follow all published and manufacturer recommended application methods.

D. If spraying, the Contractor must be certified to spray by the coating manufacturer verifying training and that the spray equipment is approved by the coating manufacturer, specifically designed to accurately ratio and condition the specified structural epoxy coating materials. Refer to the manufacturer’s spray instruction and procedure prior to procuring material and applying any material in order to receive proper material variations and application considerations.

E. If trowel-applied, properly mix and apply material to all specified surfaces by hand-applied methods with trowel or trowel-type tools.

F. Apply coating at a minimum thickness of 100 mils DFT (0.1 inches).

G. Application of high-performance coating hall be performed on the inside face of exterior walls and to be wrapped along the top cap of the wall. High performance coating shall wrap down base of wall and 6” onto base slab

H. Allow 24 hours to cure.

3.5 QUALITY ASSURANCE AND ACCEPTANCE

A. Surface preparation inspection must take place prior to proceeding to material applications, this applied to both repair and lining applications.

B. Applicator must record and submit to coating manufacturer’s representative or designated inspector:

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1. pH level 2. Moisture content 3. Abrasive media type and/or preparation methods 4. ICRI conditions

C. During application, Applicator shall regularly perform and record epoxy coating thickness readings with a wet film thickness gage, such as those meeting ASTM D4414 – Standard Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched Gages or other type of measuring probe or similar, to ensure uniform thickness during application.

D. Applicator shall perform holiday detection on all surfaces coated with the epoxy coating in the presence or the coating manufacturer’s representative or designated inspector. After the epoxy coating has set hard to the touch, surfaces shall first be dried, an inducted holiday shall then be made on to the coated concrete surface and shall serve to determine the minimum/maximum voltage to be used to test the coating for holidays at that particular area. The spark tester shall be initially set at 100 volts per 1 mil (25 microns) of film thickness applied but may be adjusted as necessary to detect the induced holiday. 1. Any detected holidays shall be marked by the designated inspector and repaired.

Additional epoxy coating material can be hand applied to the repair area. All touch-up/repair procedures shall follow the coating manufacturer’s recommendations.

E. A final visual inspection shall be made by the Applicator and the coating manufacturer’s representative or designated inspector. Any deficiencies in the finished coating shall be marked and repaired by Applicator according to the procedures set forth herein.

F. Owner reserves the right to invoke the following procedure at any time and as often as Owner deems necessary during the period when coatings are being applied:

1. Contractor will engage the services of a qualified testing agency to sample coating material being used. Samples of material delivered to Project site will be taken, identified, sealed, and certified in presence of Contractor.

2. Testing agency will perform tests for compliance with specified requirements. 3. Owner may direct Contractor to stop applying coatings if test results show

materials being used do not comply with specified requirements. Contractor shall remove noncomplying coating materials from Project site, pay for testing, and recoat surfaces coated with rejected materials. Contractor will be required to remove rejected materials from previously coated surfaces if, on recoating with complying materials, the two coatings are incompatible.

3.6 CLEANING AND PROTECTION

A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site.

B. After completing coating application, clean spattered surfaces. Remove spattered coatings by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces.

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C. Protect work of other trades against damage from coating operation. Correct damage by cleaning, repairing, replacing, and recoating, as approved by Engineer, and leave in an undamaged condition.

D. At completion of construction activities of other trades, touch up and restore damaged or defaced coated surfaces.

END OF SECTION