ADDENDUM NO. 3 Page AD1-1 of 3 JCUA Project No. 20150619124 August 18, 2016

ADDENDUM NUMBER 3 AUGUST 18, 2016

Jackson County Utility Authority Project No. 20150619124

Pascagoula/Moss Point WWTP Escatawpa WWTP Repairs

FROM: BURK-KLEINPETER, INC.

ENGINEERS, ARCHITECTS, PLANNERS, ENVIRONMENTAL SCIENTISTS 2113 Government Street, Building B, Suite B-1, Ocean Springs, Mississippi 39564

TEL (228) 875-1919 FAX (228) 875-1072

TO: PROSPECTIVE BIDDERS This addendum forms a part of the Contract Documents and modifies Specification sections and Drawings as denoted below. Acknowledge receipt of this addendum in the space provided on the Bid Form. Failure to do so may subject the Bidder to disqualification. Bidder is responsible to disseminate this addendum to all subcontractors and material suppliers concerned. Sealed bids will be received by the JACKSON COUNTY UTILITY AUTHORITY at 1225 Jackson Avenue, Pascagoula, Mississippi 39567, until 1:00 pm, Thursday August 25, 2016, at which time they will be publicly opened and read aloud. ATTACHMENTS A1. Copy of mechanical section for Clarifier No. 3. A2. Specification 02470, Concrete Piles. A3. Revised Sheet M.37. A4. Revised Sheet M.38. A5. Revised Flood Elevations Certificate for Escatawpa WWTP RESPONSE TO QUESTIONS/CLARIFICATIONS B1. A question was asked about the actual location of the six inch plug valve that is shown to

be replaced on Sheet M.23. Upon review of the existing plans and photographs from the site it appears that the three 6” valves labeled (6” V-802) shown between Secondary Clarifiers 3 and 4 are located in a pit in front of the RAW/WAS pump station. The mechanical section sheet for the clarifier included with this Addendum No. 3 shows the drain pipe from the clarifier sump increasing in elevation as it approaches the outside edge of the clarifier. Given this information it is believed that the valves are in fact in this pit that is accessible from grade by removing the existing grating so no excavation will be required for changing this valves as was previously thought. Prior to removing this valve, Contractor will confirm which valve is to be replaced with plant personnel.

ADDENDUM NO. 3 Page AD1-2 of 3 JCUA Project No. 20150619124 August 18, 2016

B2. A question was raised about the pile driving and length of piles as shown on the bid form.

A specification section for concrete piles is included in this Addendum No. 2. The value shown on the bid form is for the actual vertical feet of pile driving required. Each pile will be driven to 60 feet below grade or to refusal. The total length of each pile is 67’-4” because the finished platform supporting the odor control equipment is elevated 8’ above grade to allow for the base flood elevation. The total cost of all piles should be included in the linear foot price on the Bid Form.

B3. On Sheet M.30 the grating supports called for to be cleaned and painted will instead be

removed and replaced. See Item D2, this Addendum No. 3. The total length is an estimate. Actual length replaced will be determined in the field. Cost for this work shall be covered in the Miscellaneous Metals bid item on the Bid Form.

B4. Working hours may be flexible, however approval by JCUA is required prior to any

changes as shown in the Contract Documents. B5. Some valves may have been replaced by JCUA personnel prior to the start of construction.

Any valves indicated on the plans for replacement that have been recently replaced by JCUA personnel will be removed from the contract by change order. Contractor will verify the condition of all valves in the contract with JCUA personnel prior to beginning any valve replacement.

B6. No further questions will be addressed by the Engineer after issuance of this Addendum

No. 3.

CHANGES TO SPECIFICATIONS C1. Add Section 02470, Concrete Piles to the Specifications.

CHANGES TO CONTRACT DRAWINGS D1. Sheet Number M.28, modify Note 2 as follows:

“2. New slide gate valves called for in Note 1 shall be the same as the stainless steel knife gate valves listed in Specification Section 15230, Part 2.2.”

D2. Sheet Number M.30, Delete Note 2 and Add the following:

“2. CONTRACTOR SHALL REMOVE CORRODED GRATING SUPPORT BEAMS AND REPLACE WITH NEW C8X11.5 HOT DIPPED GALVANIZED CHANNELS WITH END PLATES AND GALVANIZED ANCHOR BOLTS TO MATCH EXISTING. TOTAL LENGTH OF SUPPORT BEAMS TO BE REPLACED WILL BE APPROXIMATELY 30 LINEAR FEET. UPON COMPLETION EXISTING GRATING WILL BE REPLACED. TOP ELEVATION OF NEW GRATING

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SECTION 02470 CONCRETE PILES

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes solid precast prestressed concrete piles.

1.2 PERFORMANCE REQUIREMENTS

A. Structural Performance: Piles shall withstand transportation, erection, and driving stresses and design loads within limits shown on the drawings and under conditions existing at Project site.

1.3 SUBMITTALS

A. Product Data: For each type of product indicated and detailed on the drawings.

B. Shop Drawings: Prepared by or under the supervision of a qualified professional engineer detailing fabrication and lifting devices necessary for handling and driving piles.

1. Indicate pile dimensions, cross sections, locations, and sizes. 2. Indicate types of reinforcement, including pre-stressing strand, and detail

fabricating, bending, and placing. 3. Indicate layout and dimensions, and identify each pile. Indicate transportation,

storage, and lifting points.

C. Concrete design mixes.

D. Material certificates.

E. Material test reports.

F. Pile-Driving Equipment Data: Include type, make, and rated energy range; weight of striking part of hammer; weight of drive cap; and, type, size, and properties of hammer cushion.

G. Pile-driving records.

H. Field quality-control reports.

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1.4 QUALITY ASSURANCE

A. Manufacturer Qualifications: Participates in PCI's Plant Certification Program and is designated a PCI-Certified Plant.

B. Design Practices: ACI 318 and the recommendations in PCI Committee Report: "Recommended Practice for Design, Manufacture and Installation of Prestressed Concrete Piling."

C. Quality-Control Standard: PCI MNL-116, "Manual for Quality Control for Plants and Production of Structural Precast Concrete Products."

D. Comply with ACI 301, "Specifications for Structural Concrete."

E. Welding Qualifications: Qualify procedures and personnel according to the following:

1. AWS D1.1/D1.1M, "Structural Welding Code - Steel". 2. AWS D1.4/D1.4M, "Structural Welding Code - Reinforcing Steel."

1.5 DELIVERY, STORAGE, AND HANDLING

A. Handle and store piles at Project site to prevent cracking, distorting, warping, or other physical damage, and so markings are visible.

B. Lift and support piles only at designated lifting or supporting points as shown on Shop Drawings.

PART 2 - PRODUCTS

2.1 STEEL REINFORCEMENT

A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60; deformed.

1. Steel Reinforcement: ASTM A 615/A 615M, Grade 60.

B. Plain Steel Wire: ASTM A 82/A 82M,

C. Deformed-Steel Wire: ASTM A 496/A 496M.

2.2 PRESTRESSING TENDONS

A. Pre-stressing Strand: ASTM A 416/A 416M, Grade 270, uncoated, seven-wire, low-relaxation strand.

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2.3 CONCRETE MATERIALS

A. Portland Cement: ASTM C 150, Type I or Type III, of same type, brand, and source.

1. Fly Ash: ASTM C 618, Class C or F. 2. Silica Fume: ASTM C 1240, amorphous silica.

B. Normal-Weight Aggregates: Except as modified by PCI MNL-116, ASTM C 33, with coarse aggregates complying with LADOTD SSR&B. Provide aggregates from single source.

C. Water: Potable, complying with chemical limits of PCI MNL-116.

D. Air-Entraining Admixture: ASTM C 260.

2.4 CONCRETE MIXES

A. Prepare design mixes for each type of concrete required.

1. Limit use of fly ash and silica fume to not exceed, in total, 15 percent of portland cement by weight.

B. Proportion mixes In accordance with LADOTD SSR&B

1. Compressive Strength (28 Days): 5000 psi. 2. Maximum Water-Cementitious Material Ratio: 0.40. 3. Air Content: 2.5 to 4.5 percent.

2.5 FABRICATION

A. Reinforcement: Comply with recommendations in CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement. Clean reinforcement of loose rust and mill scale, earth, and other materials that reduce or destroy bond with concrete.

B. Pre-stress tendons for piles by pre-tensioning methods. Comply with PCI MNL-116.

C. Place concrete in a continuous operation to prevent seams or planes of weakness from forming in piles. Comply with requirements in PCI MNL-116 for measuring, mixing, transporting, and placing concrete.

D. Fabricate precast prestressed concrete piles straight and true to size and shape with exposed edges and corners precise and true so each finished unit complies with PCI MNL-116 and PCI MNL-135 product tolerances.

E. Finish: Fabricate concrete piles with normal plant-run finish produced in forms that impart a smooth finish to concrete. Small surface holes caused by air bubbles, normal

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color variations, form joint marks, and minor chips and spalls will be tolerated. Major or unsightly imperfections, honeycombs, or structural defects are not permitted.

1. Finish unformed surfaces by trowel unless otherwise indicated.

F. Pile-Length Markings: Mark each pile with horizontal lines at 12-inch intervals; label the distance from pile tip at 60-inch intervals.

2.6 SOURCE QUALITY CONTROL

A. Testing: Test and inspect piles according to PCI MNL-116.

B. Piles will be considered defective if they do not pass tests and inspections.

PART 3 - EXECUTION

3.1 DRIVING PILES

A. General: Continuously drive piles to elevations or penetration resistance indicated. Establish and maintain axial alignment of leads and piles before and during driving.

B. Heaved Piles: Re-drive heaved piles to tip elevation at least as deep as original tip elevation with a driving resistance at least as great as original driving resistance.

C. Driving Tolerances: Drive piles without exceeding the following tolerances, measured at pile heads:

1. Location: 4 inches from location indicated after initial driving, and 6 inches (152 mm) after pile driving is completed.

2. Plumb: Maintain 1 inch (25 mm) in 4 feet (1.2 m) from vertical, or a maximum of 4 inches (102 mm), measured when pile is aboveground in leads.

3. Batter Angle: Maximum 1 inch (25 mm) in 4 feet (1.2 m) from required angle, measured when pile is aboveground in leads.

D. Withdraw damaged or defective piles and piles that exceed driving tolerances and install new piles within driving tolerances. Fill holes left by withdrawn piles as directed by Engineer.

E. Cutting Off: Cut off tops of driven piles square with pile axis and at elevations indicated.

F. Pile-Driving Records: Maintain accurate driving records for each pile, compiled and attested to by contractors personnel. Submit daily to the engineer of record for evaluation.

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3.2 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified independent testing agency to perform tests and inspections, as needed.

END OF SECTION

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