11-6-MP27006-26032100 Approved Specifications.pdf

TECHNICAL SPECIFICATIONS

USCF & DFCM

0.5 MG Tank (Fire Storage)

June 2026

EXISTING P

8/7/2026

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

11/03/2026

CONTENTS

DIVISION 2 02 41 00 Site Preparation and Selective Demolition

EXISTING CONDITIONS

DIVISION 3 03 25 00 Concrete Tank Accessories

CONCRETE 03 39 00 Concrete Curing

03 50 00 Cast-In-Place Concrete

DIVISION 5 05 05 10 Metal Galvanizing

METALS 05 05 23 Anchor Bolts

05 51 00 Metal Fabrications

05 53 00 Grating, Ladders, Access Hatches & Vent

05 54 00 Castings

DIVISION 9 09 90 00 Coatings and Finishes

FINISHES

DIVISION 26 26 00 00 General Electrical Requirements

ELECTRICAL 26 05 00 Common Work Results for Electrical

26 05 19 Low-Voltage Electrical Power Conductors and Cables

26 05 26 Grounding and Bonding for Electrical Systems

26 05 29 Hangers and Supports for Electrical Systems

26 05 33 Raceway and Boxes for Electrical Systems

26 05 43 Underground Ducts and Raceways for Electrical Systems

26 05 48 Vibration and Seismic Controls for Electrical Systems

26 05 53 Identification for Electrical Systems

26 24 16 Panelboards

26 27 21 Supervisory Control and Data Acquisition Systems

26 27 26 Wiring Devices

26 28 16 Enclosed Switches and Circuit Breakers

DIVISION 31 31 23 00 Excavation, Backfilling and Compaction

EARTH WORK 31 69 00 Ground Improvement for Emergency Water Storage Tanks

32 05 00 Restoration of Existing Improvements

32 11 23 Base Course

DIVISION 33 33 11 00 Water Distribution and Transmission

UTILITIES 33 13 00 Disinfection of Water Distribution Systems

33 13 05 Flushing and Testing

33 41 00 Storm Drainage Systems

DIVISION 40 40 15 06 Process Control

PROCESS INTERCONNECTIONS

Horrocks PN UT-11178-25 USCF & DFCM

June 2026 0.5 MG Tank (Fire Storage)

Site Preparation and Selective Demolition

02 41 00 Page 1 of 4

SECTION 02 41 00

SITE PREPARATION AND SELECTIVE DEMOLITION

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Preparation, required video of existing features, protection, notification of jurisdictional utilities prior to commencement of work, clearing and grubbing, topsoil removal, asphaltic concrete pavement removal, Portland cement concrete removal, pipeline demolition and abandonment, removal of fences and miscellaneous obstructions, and disposal or salvage of waste materials.

1.2 RELATED WORK

A. Section 31 23 00 – Excavation, Backfilling and Compaction

1.3 REFERENCES

A. Tree Care Industry Association (TCIA) standards

B. ANSI A300 Pruning Standard Practices

1.4 SUBMITTALS

A. Prior to commencement of demolition, submit a video of all features to remain which might be affected by the work within 10 feet of limits of disturbance. Allow Owner to view video and approve prior to proceeding with the work.

1.5 QUALITY ASSURANCE

A. All tree trimming and removal shall be done in accordance with Tree Care Industry Association

(TCIA) standards and ANSI A300 Pruning Standard Practices.

B. Locate and preserve all active utilities which are to remain in service.

PART 2 - PRODUCTS

A. Not Used.

PART 3 - EXECUTION

3.1 PREPARATION

A. No clearing, demolition, or removal of any kind shall proceed until all existing trees, improvements, etc. to be removed have been established and are inspected and documented by the Owner.

B. Mark all trees, shrubs, structures, fences, concrete, and other improvements to be removed.

C. Within 10 feet of limits of disturbance, inspect, photograph with video, and record condition of concrete slabs, structures, landscaping and other features to remain which might be affected by work. Allow Owner to view video and approve prior to proceeding with the work.

D. Trees, shrubs and lawn, areas to receive planting, rock outcroppings, fences, sprinklers and other improvements that are not to be removed shall be protected from damage or injury. If damaged or removed, they shall be restored or replaced in as nearly the original condition and location as is reasonably possible. Protect all trees, shrubs, and improvements that are not

02 41 00 Page 2 of 4 indicated to be removed on the Drawings or indicated to be protected by Owner.

E. Give reasonable notice to Owner to permit him to salvage plants, trees, fences, sprinklers and other improvements within the construction limits that may be destroyed because of the work.

F. Notify interested utility companies to be present if disturbing ground in the vicinity of utilities.

G. Protect active utility systems adjacent to or uncovered by any excavation during site preparation.

H. Maintain benchmarks, monuments and other reference points and construction stakes.

3.2 CLEARING AND GRUBBING

A. Prior to construction, unsuitable soils and vegetation should be removed from below pavements and bridge structure. Unsuitable soils consist of topsoil, organic soils, undocumented fill, loose or disturbed native soils, and other deleterious materials. All topsoil, uncontrolled fill, or other unsuitable soils should be removed completely. Remove all surface vegetation to a depth necessary for complete removal of all roots and other deleterious materials from within the areas to receive structural fill or base course.

3.3 TOPSOIL REMOVAL

A. Before any construction activity begins, remove topsoil. Topsoil shall be stockpiled if it is to be re-used.

B. Stockpiled topsoil shall be protected from contamination by weeds, debris, etc.

3.4 ASPHALTIC CONCRETE PAVEMENT REMOVAL

A. Use any method of cutting that produces a true, vertical, full-depth cut and ensures the breakage of pavement along straight lines.

B. Re-cut along any edge that is damaged during construction, and where cavities underneath pavement are caused by construction.

C. Remove asphalt pavement without damaging pavement that is to remain. Dispose of asphalt pavement to be removed at a suitable offsite location in accordance with applicable laws and ordinances.

3.5 PORTLAND CEMENT CONCRETE REMOVAL

A. Concrete shall be removed to neatly sawed edges with full depth saw cuts.

B. Re-cut along any edge that is damaged during construction, and where cavities underneath pavement are caused by construction.

C. Concrete sidewalk or driveway to be removed shall be neatly sawed in straight lines either parallel to the curb or at right angles to the alignment of the sidewalk. No section to be replaced shall be smaller than 30 inches in either length or width.

D. Unless otherwise shown on the Drawings, if the saw cut would fall within 30 inches of a construction joint, expansion joint, or edge, the concrete shall be removed to the joint or edge, except that where the saw cut would fall within 12 inches of a score mark, the saw cut shall be made in and along the score mark.

E. Curb and gutter to be removed shall be sawed full depth on a neat line at right angles to the curb face.

F. Foundations to be removed should be removed at least two feet below finished grade or two feet below natural ground surface.

02 41 00 Page 3 of 4

3.6 PIPELINE DEMOLITION AND ABANDONMENT

A. General:

1. Abandoned pipelines not to be salvaged are considered as incidental excavation work.

2. Do not damage pipe or structures that remain in service or are to be salvaged for

Owner.

B. Gravity Pipe Demolition:

1. Plug abandoned pipe with a permanent, water-tight concrete plug extending into the abandoned pipe at least two feet.

2. Seal openings in walls of remaining manholes, catch basins or structures with water-tight plugs.

C. Pressure Pipe Demolition:

1. Coordinate demolition with Engineer and agency owning the utility pipe.

2. Plug abandoned pipe with a permanent water-tight plug.

3. Cap and restrain the active pipe with a blind flange or equivalent type of plug.

4. For service line demolition or abandonment, disconnect the line from the mainline and shut off the corporation stop.

3.7 FENCES AND MISCELLANEOUS OBSTRUCTIONS

A. No demolition or removal of fences or miscellaneous obstructions shall proceed until clearance is obtained from the Owner.

3.8 DISPOSAL OF WASTE MATERIALS

A. Salvage designated equipment and materials for the Owner.

B. Where salvage is not required as otherwise specified herein or as shown on the drawings, dispose of all removed materials at a suitable off-site location in accordance with applicable laws and ordinances.

C. No burning shall be allowed.

END OF SECTION

02 41 00 Page 4 of 4

This page is left blank intentionally.

Concrete Tank Accessories

03 25 00 Page 1 of 6

SECTION 03 25 00

CONCRETE TANK ACCESSORIES

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Expansion, contraction and construction joints.

B. Waterstops.

C. Bearing and filler pads.

D. Joint sealers.

E. Backer rod.

F. Adhesive.

G. Soft mastic.

1.2 RELATED WORK

A. Section 03 50 00 – Cast-In-Place Concrete.

1.3 REFERENCES

A. ASTM D2000

1.4 SUBMITTALS

A. Submit manufacturer's information (catalog data) for the following:

1. Waterstops.

2. Bearing pads.

3. Filler pads.

4. Joint sealer.

5. Backer rod

6. Adhesive

7. Soft mastic

1.5 QUALITY ASSURANCE

A. Qualifications of Workmen:

1. Use workmen thoroughly trained and experienced in placing and finishing the types of materials specified.

B. Comply with federal, state and local codes and regulations.

1.6 DELIVERY, STORAGE AND HANDLING

A. Materials shall be delivered, stored, and handled so as to prevent damage by water or inclusion of foreign materials. Packaged materials shall be delivered and stored in original package, marked with brand and maker's name, until ready for use. Packages of materials showing evidence of water or other damage shall be rejected. Bulk cement shall be identified by shipping and delivery statements.

03 25 00 Page 2 of 6

1.7 MEASUREMENT AND PAYMENT

A. Concrete accessories payment will be included in the pertinent bid item price(s) in the Bid

Schedule. Such price shall include full compensation for furnishing and placing of materials required to complete the concrete accessories, and for all labor, equipment, tools and incidentals needed to complete the work in conformity with the Drawings and Specifications.

PART 2 - PRODUCTS

2.1 CONCRETE ACCESSORIES

A. Plastic Waterstops:

1. Shall be of an approved type, supplied by an approved manufacturer and shall be plastic made of virgin polyvinyl chloride compound, shall be ribbed, uniform in dimensions, dense, homogeneous and free from porosity. The material shall meet the following minimum requirements:

a. Tensile strength 2000 psi

b. Ultimate elongation 350 %

c. Shore hardness 70-80

d. Specific gravity 1.3

e. Stiffness in flexure 700 psi

f. Cold brittleness 35 F

g. Water absorption 0.02

h. Tear resistance 225 #/inch

2. Permissible tolerances:

a. Width (6" and less) -- plus or minus 1/8"

b. Width (over 6") -- plus or minus 1/4"

c. Thickness -- plus 1/16", minus 1/32"

3. Quality standard: Southern Metal and Plastic Products or equal, Vinylock Type RB316-

6; Water Seals, Inc., 6-inch Flex-Bulb; or equal.

B. Rubber Waterstops: In lieu of plastic, rubber waterstops will be considered provided the proposed section will develop the same ultimate force as the plastic waterstop section specified, and provided splices can be made which will be fully watertight and will be able to develop a strength of 75 percent of the pulling strength of the waterstop.

C. Bearing Pads:

1. Shall be of the dimensions and hardness shown on the Drawings and shall conform to

ASTM A14, B14 and D2000, for neoprene or natural rubber.

2. Unless otherwise specified on the Drawings, bearing pads shall be 40 durometer.

3. Bearing pads shall have a test temperature of 100 C, maximum swell volume of 120%, minimum tensile strength of 14 MPa (2031 psi) and 400% ultimate elongation.

4. The Contractor shall provide reports of tests made in accordance with the applicable

ASTM standards by an independent testing laboratory approved by the Engineer for the following properties:

a. Test Temperature

b. Maximum Swell Volume

03 25 00 Page 3 of 6

c. Minimum Tensile Strength

d. Ultimate Elongation

5. Additional tests may be performed at the expense of the Owner by a testing laboratory of Owner's choice to further demonstrate the conformance of the bearing pads with this specification.

6. Quality Standard: Kirkhill Rubber Co., 300 East Cypress, Brea, CA.

D. Filler Pads

1. Shall be closed cell type, medium grade, ASTM D 1056 Type 2A3.2. Shall be at least

1/4" wider than required to facilitate placing and to reduce development of voids between filler pads, bearing pads and waterstops. Quality standard shall be Rubatex

423N.

E. Joint Sealant (for all applications that may come in contact with potable water and where not otherwise specified)

1. Shall be polyurethane based, multi-component elastomeric sealant complying with

Federal Specification TT-00227E Class A Type II and with ASTM C-920.

2. Must be NSF 61 approved.

3. Quality Standard: Sikaflex-2C, Permapol RC-270 or equal.

4. Slump: Joint sealer shall not sag when installed in 1/2" wide, 1" deep and at least 6" long groove in concrete and maintained in a vertical position at a temperature of 180

F for 24 hours.

5. Extensibility: Joint sealer shall not pull away from sides or rupture within itself when installed between two concrete blocks and a temperature of 50 F extended 50 times at the rate of 0.1" to 0.15" per hour.

6. Plasticity: Joint sealers shall be of a soft enough consistency that the material may be placed in the grooves with the aid of putty knives without having to heat the material when installed under 70 F ambient temperature conditions.

7. Apply per manufacturer’s recommendations.

F. Joint Sealant (only for top of wall to roof connection)

1. Shall be a single component one part silyl-terminated polyether moisture curing sealant complying with Federal Specification TT-S-001534A, Type II, Class A, Type Non-sag and ASTM C920.

2. Quality standard: Sonalastic 150 or equal

3. Shall have the following minimum performance:

a. Tensile strength (ASTM D412) – 2.03 N/mm2

b. Ultimate elongation at break (ASTM D412) – 6.055 N/mm2

c. Tear strength (ASTM D1004) – 70 lb/in

4. Apply per manufacturer’s recommendations.

G. Backer Rod:

1. Shall be installed prior to applying sealant following Sealant manufacturer's recommendations. Backer Rod must be polyethylene or other closed cell material.

H. Adhesive

1. Adhesive shall be used to secure the bearing and filler pads onto the wall footing and to the top of the roof. Product quality standard shall be DAP Weldwood Original

03 25 00 Page 4 of 6

Contact Cement or equal.

I. Soft Mastic:

1. Soft mastic shall be installed in all voids and cavities around bearing pads, and waterstops. Such materials shall be installed with a consistency that will not adversely affect the quality of PVC and neoprene materials. Product quality standard shall be

Henry’s Plastic Roof Cement 204 Trowel Grade or equal.

PART 3 - EXECUTION

3.1 EXPANSION, CONTRACTION AND CONSTRUCTION JOINTS

A. Locate joints in accordance with the Drawings or these Specifications, or as otherwise approved by the Engineer. The method and materials used shall be subject to the approval of the Engineer.

B. Remove all obstructions including concrete and nails from surfaces of floor, footing and roof joints before installing waterstops, bearing pads, filler pads and joint sealers.

C. Make all joints perpendicular and straight. In no case shall fixed metal, embedded in or otherwise bonded to the concrete, be continuous through an expansion joint.

D. Expansion joints shall be formed as shown on the Drawings or as required by local jurisdiction having authority.

E. Immediately after the forms are removed, the expansion joints shall be observed carefully. Any concrete or mortar that has sealed across the joint shall be cut neatly and removed.

F. Construction joints shall be located as shown or noted on the Drawings or as required by these

Specifications, and shall be as detailed or otherwise approved by the Engineer.

G. No horizontal construction joints in reservoir walls will be permitted. Vertical construction joints in reservoir walls shall be no farther apart than 60 feet.

H. Before depositing new concrete on or against concrete, which has hardened, or when horizontal cold joints are encountered, the forms shall be retightened. The surface of the hardened concrete shall be roughened in a manner that will not leave loosened particles of aggregate or damaged concrete at the surface. It shall be thoroughly cleaned of foreign matter and laitance and covered with a 2" mortar bed immediately before the new concrete is placed.

3.2 WATERSTOPS

A. Shall be correctly positioned in the forms so that the center of the waterstop is centered on the joint.

B. Where preformed expansion joint material is used in conjunction with the waterstop, allowance shall be made for equal waterstop embedment on each side in the concrete.

C. Waterstop shall be held in place in the forms by use of a split form or other approved method that will positively hold the waterstop in the correct position and to the correct alignment.

D. Horizontal waterstops shall be bent up during placing of concrete until the concrete has been brought to the level of the waterstop; additional concrete shall then be placed over the waterstop, after which the concrete shall be thoroughly vibrated.

E. All horizontal and vertical waterstops, which are not accessible during pouring, shall be tied off in two directions every 12 inches in such a manner that bending over one way or another is prevented. A hog-ring or nail may be driven through both ends of the waterstop to facilitate placing and tying of waterstops to reinforcing steel forms or form ties.

03 25 00 Page 5 of 6

F. All waterstops shall be properly spliced and joints shall be checked for strength and pinholes after splicing. Splices shall be strong enough to develop a pulling force of 75% of the strength of the waterstop, and shall be watertight.

G. The ends of the radial waterstop in wall footings shall be joined to the circumferential waterstop in the wall to wall-footing joint and to the circumferential waterstops in the floor to wall-footing joints.

3.3 BEARING AND FILLER PADS

A. Shall be glued to the concrete with an approved rubber cement material to prevent uplift of the pads during concrete pouring. In addition, for poured in place walls, all pads shall be held down with approved plastic chairs or shim plates placed under the reinforcing steel.

B. Nailing down pads will not be permitted.

C. Voids and cavities between bearing and filler pads, and waterstop irrespective of whether these voids are large or small, shall be filled with a soft mastic of a consistency that will not adversely affect the quality of plastic and neoprene materials.

D. Workmanship shall be such that no cement grout or concrete seepage will occur through the bearing and filler pad area resulting in a restraint of radial wall movements.

E. A continuous neoprene pad and one or more sponge filler pads shall be provided between the top of the wall and the underside of the roof. Any void areas shall be caulked and sealed to prevent any mortar from the roof pour to come in contact with the wall top.

3.4 JOINT SEALANTS

A. Joint sealed areas shall be sandblasted and blown clean of dust and sand with compressed air before the material may be applied.

B. Joints shall be primed and sealant shall be applied in accordance with the manufacturer's recommendations.

03 25 00 Page 6 of 6

Concrete Curing

03 39 00 Page 1 of 2

SECTION 03 39 00

CONCRETE CURING

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. This section

1.2 RELATED WORK

A. Section 03 10 00- Cast-in-Place Concrete

1.3 REFERENCES

A. ACI 301 – Structural Concrete (latest revision)

B. ACI 306 – Cold Weather Concreting (latest revision)

C. NSF 61 – Drinking Water System Components (latest revision)

D. ACI 305 – Hot Weather Concreting (latest revision)

E. ACI 201.2R-01 – Guide to Durable Concrete (latest revision)

1.4 SUBMITTALS

A. Concrete curing plan.

1.5 QUALITY STANDARD

A. Work shall conform to all requirements of ACI 301-05 published by the American Concrete

Institute, Farmington Hills, Michigan, except as modified by these Contract Documents.

PART 2 - PRODUCTS

PART 3 - EXECUTION

END OF SECTION.

Concrete Curing

03 39 00 Page 2 of 2

Cast-in-Place Concrete

03 50 00Page 1 of 8

SECTION 03 50 00

CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. This section covers cast-in-place structural concrete, including formwork and formwork accessories, reinforcement and reinforcement supports, concrete mixtures and handling, placing and constructing.

1.2 RELATED WORK

A. Section 03 25 00 – Concrete Tank Accessories

B. Section 31 23 00 – Excavating, Backfilling and Compaction

1.3 REFERENCES

A. ACI 201.2R – Guide to Durable Concrete

B. ACI 301 – Structural Concrete

C. ACI 305 – Hot Weather Concreting

D. ACI 306 – Cold Weather Concreting

E. ACI 318 – Building Code Requirements for Structural Concrete and Commentary

F. ASTM C33 – Standard Specification for Concrete Aggregates

G. ASTM C150 – Standard Specification for Portland Cement

H. ASTM C159 – Standard Specification for Vitrified Clay Filter Blocks

I. ASTM C261 – Specification for Standard Strength of Unglazed Clay Pipe

J. ASTM C441 – Standard Test Method for Effectiveness of Pozzolans or Ground Blast-Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali-Silica Reaction

K. ASTM C494 – Standard Specification for Chemical Admixtures for Concrete

L. ASTM C595 – Standard Specification for Blended Hydraulic Cements

M. ASTM A615 – Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

Reinforcement

N. ASTM C618 – Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for

Use in Concrete

O. ASTM A775/A775M – Standard Specification for Epoxy-Coated Steel Reinforcing Bars

P. ASTM C989 – Standard Specification for Slag Cement for Use in Concrete and Mortars

Q. ASTM C1074 – Standard Practice for Estimating Concrete Strength by the Maturity Method

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

S. ASTM C1159 – Standard Specification for Sulfur Polymer Cement and Sulfur Modifier for Use in

Chemical-Resistant, Rigid Sulfur Concrete

T. ASTM C1202 – Standard Test Method for Electrical Indication of Concrete’s Ability to Resist

03 50 00Page 2 of 8

Chloride Ion Penetration

U. ASTM C1240 – Standard Specification for Silica Fume Used in Cementitious Mixtures

V. AWS D1.4 – Structural Welding Code – Reinforcing Steel

W. NSF 61 – Drinking Water System Components

1.4 SUBMITTALS

A. Concrete mixtures

1. Mixture proportions and characteristics.

2. Method and test data used to establish mixture proportions.

3. Information on types, classes, producers’ names and plant locations for cementitious materials; types, pit or quarry locations, producers’ names, grading and properties required by ASTM C 33 for aggregates; types, brand names, and producer’s names for admixtures.

4. Ready mix companies or jobsite batch plants shall furnish delivery tickets, signed by a

Certified Weighmaster, on which each shall state the weight of aggregates, sand, cement, admixtures and water and the number of cubic yards of concrete furnished, which will be compared against the approved mix design.

5. There shall be no variation in the weights and proportions of materials from the approved mix design.

6. There shall be no variation in the quality and source of materials once they have been approved for the specific mix design.

B. Reinforcement and reinforcement supports

1. Certified test reports on materials.

2. Placing drawings showing fabrication dimensions and locations for placement of reinforcement and supports.

3. Copy of plant certifications.

4. When Contractor finds it necessary to move reinforcement from locations specified to avoid interference with other reinforcement, submit the revised reinforcement arrangement.

C. Formwork and formwork accessories

1. Plan and procedures for installation and removal of reshoring and backshoring.

2. Data on formwork release agent or formwork liners.

3. Shop drawings for formwork.

4. All false work and forming requirements for roof support systems must be designed by an engineer registered in the same state as the reservoir will be built in. The drawings, with supporting calculations, must each be signed and sealed by him/her. No work shall be started until the roof support and form design has been reviewed by the

Engineer. The false work design engineer must visit the site and approve the erection of all shoring prior to placement of any concrete.

5. The Contractor shall be solely responsible for the adequacy of the forming, shoring and bracing design. Any formwork installed by Contractor shall be solely at

Contractor’s risk. The Engineer’s review or approval will not lessen or diminish the

Contractor’s liability.

D. Handling, placing and constructing

03 50 00Page 3 of 8

1. The Engineer must be notified 24 hours in advance of placement of concrete.

2. When applicable or requested by the Engineer, hot weather or cold weather precautions must be submitted.

3. Proposed location and treatment of construction joints not shown on the project drawings.

4. Proposed methods of curing.

5. Specification and data and methods of use for any proposed repair material.

E. Repair

1. Proposed repair methods, materials, and modifications to the Work.

2. Description of repair work performed to bring strength-deficient concrete into compliance with the Contract Documents.

3. Description of repair performed to bring potentially nondurable concrete into compliance with the Contract Documents.

1.5 QUALITY STANDARD.

A. Work shall conform to all requirements of ACI 301 published by the American Concrete

Institute, Farmington Hills, Michigan, except as modified by these Contract Documents.

1.6 TESTING

A. Testing of concrete materials shall be in accordance with ACI 301.

B. Payment for testing shall be in accordance with the General Conditions.

PART 2 - PRODUCTS

2.1 FORMWORK AND FORMWORK ACCESSORIES

A. Keyway depths shall be as shown on the Project Drawings.

B. Chamfers and bevels on corners or edges of formed concrete shall be standard even if not shown on the Project Drawings.

C. Construction joints shall be as shown on the Project Drawings. If not shown, contractor to submit plan for approval to owner/engineer.

D. Wall Forms

1. Full Height Pours

a. The wall form design shall be such that the wall sections can be poured full height without creating horizontal cold joints and without causing snapping of form ties which shall be of sufficient strength and number to prevent spreading of the forms during the placement of concrete and which shall permit ready removal of the forms without spalling or damaging the concrete.

2. Ties

a. Form ties which remain in the corewall of water-retaining structures shall have waterstops and a one-inch minimum breakback or cone depth.

b. Snap ties, if used, shall not be broken until the concrete has reached the design concrete strength. Snap ties, designed so that the ends must be broken off before the forms can be removed, shall not be used. The use of tie wires as form ties will not be permitted. Fully threaded stub bolts may be used in lieu of smooth ties with waterstops.

03 50 00Page 4 of 8

c. Taper ties with plastic or rubber plugs of an approved and proven design may also be used. The plugs must be driven into the hole with a steel rod, placed in a cylindrical recess made therefore in the plug. At no time shall plugs be driven on the flat area outside the cylindrical recess. Plugs shall be A-58 Sure Plug as manufactured by Dayton Superior, Santa Fe Springs, CA (phone: (714)

522-3442).

d. Ties shall positively secure the wall to the required dimension and hold the wall to that dimension prior to and during concrete placement.

3. Form Size

a. Burke, Economy, Symons, Aluma and regular plywood forms may be used for forming of circular walls, as long as there are no straight sections longer than 36 inches at any place around the outside circumference of such walls.

b. The height of such wall panels shall not exceed 8 feet unless built-in pouring openings are incorporated in such wall panels.

4. Form Stiffeners

a. Horizontal whalers shall consist of structural steel channels, angles or tubing of adequate size to retain the concrete without deflecting.

b. The whalers shall be rolled or welded to the proper radii or offset brackets shall be used for shaping the wall to the dimensions shown on the Drawings and shall be used both for inside and outside wall forms in direct contact with the wall panels and at a vertical distance of no more than 96 inches on center.

c. There shall be at least one such whaler within 24 inches of the top and bottom of the wall.

d. The largest dimension of the steel whaler shall be in the radial direction.

e. Vertical structural steel or wood members shall be used at a minimum horizontal spacing of 74 inches and shall have sufficient rigidity and strength to insure the proper vertical alignments with the aid of braces under all predictable stress conditions.

f. In lieu of the above, a different system and spacing may be used if it is satisfactorily demonstrated to the Engineer that it will be equally effective.

E. Roof Forms

1. Forms and false work supports for the roof shall be sufficiently rigid and strong to support the wet concrete and the men and equipment necessary for its placement without appreciable deflections. A minimum of 40 PSF for live-load shall be allowed in the design.

2. Unless the level of roof screeds remain unaffected by the deflection of roof-forms, an upward camber, where necessary in the opinion of the Engineer, shall be provided to all form areas which will deflect under the concrete load.

3. The Contractor shall check with the Engineer as to additional camber requirements for beams and slabs to permit concrete and steel to act efficiently without development of deflection cracks.

2.2 REINFORCEMENT AND REINFORCEMENT SUPPORTS

A. Reinforcing steel shall conform to ASTM A 615/A 615M, 60 ksi yield grade.

B. Coated reinforcing bars shall be required as shown in the Project Drawings.

1. Epoxy-coated bars shall conform to ASTM A 775/A 775M.

03 50 00Page 5 of 8

C. Reinforcing steel shall be of the size specified in the Project Drawings.

D. Reinforcement supports shall be plastic.

E. Tie wire shall be minimum 16 gage annealed type or an acceptable patented system.

2.3 EPOXY ADHESIVE

A. An approved non-sag epoxy adhesive. An acceptable material is Sikadur® 31 Hi-Mod Gel

Epoxy as manufactured by Sika Corporation, Lyndhurst, NJ (800-933-6225). Approved equal materials may be used.

2.4 CURING COMPOUND

A. All horizontal, screeded and floated surfaces, exposed to drying winds and sunlight, shall be sprayed with Atlas Quantum-Cure 61, as manufactured by Atlas Tech Products, San Diego, CA

(phone (858)277-2100) and subsequently covered with a 6 mil thick polyethylene.

B. Alternate curing compounds will be accepted if it is pigmented or colored, such as white, at the time of application and are non-toxic to potable water. Regardless of the type of curing compound used, Contractor shall assume complete responsibility for its adequacy.

2.5 CONCRETE MIXTURES

A. All materials shall be in accordance with NSF Standard 61.

B. The maximum chloride-ion concentration in hardened concrete at ages from 28 to 42 days shall not exceed the limits in the following table:

Type of Member

Maximum water-soluble chloride ion (Cl-) in concrete, percent by weight of cement

Roof slab and walls of reservoir

(prestressed concrete) 0.06

Floor slab, columns, etc.

(reinforced concrete exposed to chloride in service)

0.15

C. Concrete admixtures shall conform to ASTM C494 or C261.

D. Portland cement shall meet ASTM C595, Type IL (HS).

E. Fine aggregate shall conform to ASTM C33 with a fineness modulus greater or equal to 2.6.

F. Fly ash shall meet ASTM C618, Class F or N.

G. Silica fume shall conform to ASTM C1240.

H. Slag cement shall conform to C989.

I. The nominal maximum size of coarse aggregate shall be 1 inch and conform to ASTM C33.

J. Performance of concrete for various portions of the work shall be as shown in the following table:

03 50 00Page 6 of 8

Class Use

Max.

W/CM

Ratio

Slump

(max – inches)

Minimum

28-Day Comp.

Strength (psi)

Max Aggregate

Size (Inches)

Special

Requirements

A Building

Foundation

0.45 4 4,500 U.N.O 1-1/2” -

B Building Slab on

Grade

0.45 4 4,500 1-1/2” -

C

Tank floor slab, columns, walls, roof, etc.

0.40 4 5,000 U.N.O. 1”

- Crystalline waterproofing additive

D Thrust blocks, other site concrete

0.45 4 4,000 1” -

K. Concrete shall meet the following performance requirements:

1. Mixture shall have total alkalis less than 0.40% or meet the equivalent requirements of

ASTM C441.

2. Mixture shall conform to a value of less than 1500 coulombs when tested according to

ASTM C1202 at or before 56 days.

3. The shrinkage of the concrete mixtures shall be less than 500 me after 28 days when tested according to ASTM C157.

L. Concrete shall be air entrained to withstand severe exposure as described in ACI 301.

M. The ready-mix concrete production facility shall demonstrate that it meets the requirements of

National Ready Mixed Concrete Association (NRMCA) certification.

N. Corrosion inhibiting admixture in Class B concrete shall meet ASTM 494 and be as approved by the Engineer. All manufacturer’s recommendations shall be followed including those for dosage, mixing and curing.

O. Micro-synthetic fibers shall serve to reduce plastic shrinkage cracking, reduce water migration and damage from freeze/thaw and improve durability. Fibers shall conform to ASTM 1116/C

1116M, Type III fiber reinforced concrete and shall be applied per manufacturer’s recommendations.

P. Crystalline waterproofing additive shall be Admix C-series as manufactured by Xypex

Chemical Corporation or equal and shall be added to the concrete mix at the rate recommended by the manufacturer.

2.6 HANDLING, PLACING AND CONSTRUCTING

Not Used.

03 50 00Page 7 of 8

3.1 FORMWORK AND FORMWORK ACCESSORIES

A. When removal of formwork or reshoring is based on concrete reaching a specified strength, it shall be assumed that concrete has reached this strength when either of the following conditions have been met:

1. When test cylinders, field cured along with the concrete they represent, have reached the specified strength.

2. When concrete has been cured for the same maturity as the site-cured cylinders which reached specified strength as determined by the maturity method in ASTM

C1074.

3.2 REINFORCEMENT AND REINFORCEMENT SUPPORTS

A. Maintain minimum concrete cover around reinforcing as described in the Project Drawings, or if it is not specified, maintain minimum cover as described in ACI 301.

B. Splicing:

1. Furnish all reinforcement in the full lengths indicated unless otherwise permitted.

Splicing of bars, except where indicated, is not permitted without written approval.

2. Lap splice length shall be in accordance with ACI 318 and the International Building

Code (IBC). Located reinforcing splices not indicated on Drawings at points of minimum stress. Indicate location of splices on shop drawings. Stagger splices where possible.

3. Unless indicated otherwise, overlap reinforcing bars a minimum of 30 diameters to make the splice. In lapped splices, place the bars and wire to maintain the minimum distance for clear spacing to the surface of the concrete.

4. Do not use lap splices on bars greater in diameter than no. 11 unless otherwise approved.

5. Weld reinforcing steel only if indicated or if authorized in writing. Weld in conformance to AWS D1.4.

6. Do not bend reinforcement after embedding in hardened concrete.

7. Do not permit reinforcement or other embedded metal items bonded to the concrete, to extend continuously through any expansion joint, except dowels in floors bonded on only one side of joints.

C. All reinforcement to be free of loose mill scale, loose or thick rust, dirt, paint, oil or grease.

D. Place all reinforcement in the exact position indicated. With tie wire, tie bars together at all intersections except where spacing is less than 12 inches in each direction, in which case tie alternate intersections.

E. Maintain the distance from vertical forms and between layers of reinforcement by means of prefabricated chairs, ties, hangers or other approved devices. Placing and fastening of reinforcement in each section of the Work must be approved before concrete is placed.

F. Overlap sheets of metal mesh one square plus 6 inches to maintain a uniform strength.

Securely fasten at the ends, edges, and supports to maintain clearances.

G. Flat slab work:

a. Support reinforcing steel of formed flat slabs with metal chairs, precast concrete blocks or other slab bolsters.

b. Size chairs or bolsters to position the steel in the exact location indicated.

03 50 00Page 8 of 8

c. Space chairs for supporting the top steel and bolsters for supporting the bottom steel not more than 5 feet on centers in each direction.

d. Plastic or epoxy coat the portion of the metal in contact with the forms to prevent rust.

e. Tie down deck steel to beams or forms at regular intervals of not more than 5 feet on centers along the beams or forms to prevent movement of the steel during concrete placement.

3.3 CONCRETE MIXTURES

A. Slump and air content shall be determined at the point of placement. Once slump and air loss during pumping can be determined, acceptance or rejection of concrete based on slump can then be determined at the delivery point.

B. Slump adjustment by addition of water at the site is not permitted without the consent of the

Engineer.

3.4 HANDLING, PLACING AND CONSTRUCTING

A. The subgrade for slabs-on-ground shall be constructed of the material and compacted to the density shown on the Project Drawings or as specified in Section 31 23 26 – Excavating, Backfilling and Compaction.

B. In cold weather, as defined in ACI 301, concrete shall be placed in accordance with ACI 306.

Similarly, in hot weather, as defined in ACI 301, concrete shall be placed in accordance with

ACI 305.

C. Do not place concrete slabs or other flatwork if wind is greater than 5 mph unless a wind break is provided.

D. The finish of formed portions of concrete work shall have a uniform surface appearance in color and texture. All formed work shall have a smooth form finish as defined in ACI 301.

E. All flatwork shall have a float with broom finish as defined by ACI 301.

F. Where pipes, castings or conduits are to pass through structures, the Contractor shall place such pipes or castings in the forms before placing the concrete. Additional reinforcement shall be provided around large openings as shown in the Project Drawings.

G. Gate frames, gate thimbles, special castings, channels or other miscellaneous metal parts that are to be embedded in the concrete shall be set and secured in the forms prior to concrete placement. Unless otherwise specified, anchor bolts and inserts shall be embedded in concrete as shown in the project drawings. The contractor shall provide inserts, anchors or other bolts necessary for the attachment of piping, valves, metal parts and equipment. Nailing blocks, plugs, strips, and the like necessary for the attachment of trim, finish and similar work shall be provided. Voids in sleeves, inserts and anchor slots shall be filled temporarily with readily removable material to prevent the entry of concrete into the voids. Operators or sleeves for gate or valve stems shall be positioned to clear reinforcing steel, conduit and other embedments, and to align accurately with equipment.

Metal Galvanizing

05 05 10 Page 1 of 2

SECTION 05 05 10

METAL GALVANIZING

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Application of a zinc coating on fabricated metal items.

B. Repair of damaged galvanized surfaces.

1.2 RELATED WORK

A. Section 05 51 00 - Metal Fabrications

1.3 REFERENCES

A. ASTM A 123: Standard Specification for Zinc (Hot-Dip Galvanization) Coating on Iron and Steel

Products

B. ASTM A 153: Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

C. ASTM A 780: Standard Practice for Repair of Damaged Hot-Dip Galvanized Coatings

D. ASTM B 6: Standard Specification for Zinc (Slab Zinc)

E. ASTM E 376: Standard Practice for Measuring Coating Thickness by Magnetic-Field or Eddy-

Current (Electromagnetic) Test Methods

F. FS TT-P-641: Primer Coating, Zinc Dust - Zinc Oxide (for Galvanized Surfaces)

G. MIL P-21035: Paint, High Zinc Dust Content, Galvanizing Repair

1.4 SUBMITTALS

Not Used.

1.5 QUALITY ASSURANCE

A. When requested, verify weight of zinc coating in accordance with ASTM E 376.

PART 2 - PRODUCTS

2.1 ZINC METAL

A. Use zinc for coating that conforms to ASTM B 6 and is at least equal to the grade designated as "Prime Western".

PART 3 - EXECUTION

3.1 GALVANIZING

A. Provide a zinc coating for those items indicated or specified to be galvanized as follows:

1. ASTM A 153 for galvanizing iron and steel hardware.

2. ASTM A 123 for galvanizing rolled, pressed and forged steel shapes, plates, bars and strips 1/8 inch thick and heavier.

Metal Galvanizing

05 05 10 Page 2 of 2

3.2 WEIGHT OF COATING

A. Apply zinc on 1/8 inch to 3.16 inch thick steel at a rate of at least 2.0 ounces per square foot of the surface area.

B. Apply zinc on 1/4 inch and thicker steels at a rate of at least 2.3 ounces per square foot with no individual test measuring less than 2.0 ounces per square foot of surface area.

Anchor Bolts

05 05 23 Page 1 of 2

SECTION 05 05 23

ANCHOR BOLTS

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. This section specifies anchor bolts complete with washers and nuts. Unless otherwise specified, anchor bolts shall be hot-dip galvanized or type 304 stainless steel.

1.2 RELATED WORK

A. Section 03 30 00 – Cast in Place Concrete

1.3 REFERENCES

A. This section references the following documents. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail. The references shall be the latest edition.

1. ASTM A36 – Structural Steel

2. ASTM A307 – Carbon Steel Externally Threaded Standard Fasteners

3. ASTM A320 – Alloy-Steel Bolting Materials for Low Temperature Service

4. ASTM A325 – High-Strength Bolts for Structural Steel Joints

5. ASTM A490 – Standard Specification for Structural Bolts, Alloy Steel, Heat treated, 150 ksi Minimum Tensile Strength

1.4 SUBMITTALS

A. For equipment with an operating weight greater than 1000 pounds (250 pounds in the case of vibration isolated equipment having seismic restraints), the Contractor shall provide detailed calculations which demonstrate that the anchor bolting will not fail in shear or in tension.

Calculations shall be signed by a registered engineer in the State of Utah and include the following steps as a minimum:

B. Determination of the operating weight and centroid of the equipment, if not already completed.

C. Determination of the shear and overturning forces at each anchorage due to a force equal to

0.6 times the operating weight of the equipment being applied at the centroid in each direction along the three principal orthogonal axes (use the values obtained in the dynamic analysis in the case of seismically restrained vibration isolated equipment).

D. Determination of the shear and tension forces that must be developed by the anchor bolts at each support to resist the forces calculated in step 2.

E. Selection of anchor bolting patterns to be provided based on the maximum shear and tension forces calculated in step 3.

PART 2 - PRODUCTS

2.1 GENERAL

A. Anchor bolt holes in equipment support frames shall not exceed the bolt diameters by more than 25 percent, up to a limiting maximum oversizing of 1/4 inch. Minimum anchor bolt

Anchor Bolts

05 05 23 Page 2 of 2 diameter shall be 1/2 inch. Anchor bolts shall be furnished with leveling nuts, the faces of which shall be tightened against flat surfaces as shown to not less than 10 percent of the bolt's safe tensile stress.

B. Tapered washers shall be provided where mating surface is not square with the nut.

C. Expansion shields set in holes drilled in the concrete after the concrete is placed will not be permitted in substitution for anchor bolts except where otherwise specified. Upset threads shall not be acceptable.

2.2 MATERIALS

A. Anchor bolt materials shall be as specified in Table A.

A. Field work, including cutting and threading, shall not be permitted on galvanized items.

B. Dissimilar metals shall be protected from galvanic corrosion by means of pressure tapes, coatings or isolators.

C. Anchor bolts to be embedded in concrete shall be placed accurately and held in correct position while the concrete is placed or, if specified, recesses or blockouts shall be formed in the concrete and the metalwork shall be grouted in place in accordance with Section 03 30

00 – Cast-In-Place Concrete. The surfaces of metalwork in contact with concrete shall be thoroughly cleaned.

D. After anchor bolts have been embedded, their threads shall be protected by grease and the nuts run on.

Table A: Anchor Bolt Materials

MATERIAL SPECIFICATION

Steel Bolts ASTM A307, Grade A

Stainless Steel Anchor Bolts ASTM A320, Type 316

Steel Bolts (high strength) ASTM A490

Fabricated Steel Bolts ASTM A36

Stainless Steel Bolts, Nuts, Washers ASTM A320, Type 316

Expansion Anchors HILTI-BOLT, McCulloch Industries, or equal, Type 316 stainless steel

Wedge Anchors ITT, Phillips Drill Co., or equal, Type 316 stainless steel

Metal Fabrications

05 51 00 Page 1 of 2

SECTION 05 51 00

METAL FABRICATIONS

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Preparation.

B. Steel supports for overflow piping and other miscellaneous steel.

C. Assembling steel.

D. Bearings and anchorage.

E. Welding.

1.2 RELATED WORK

A. Section 03 30 00 - Cast-In-Place Concrete

B. Section 05 05 23 – Anchor Bolts

1.3 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. A36 – Structural Steel

2. A120 – Pipe, Steel, Black and Hot-Dipped Zinc-Coated (Galvanized) Welded and

Seamless for Ordinary Uses

B. "Specifications for Welded Highway and Railway Bridges" – American Welding Society

1.4 SUBMITTALS

A. Submit shop drawings which show details, dimensions, sizes of material and all information and data necessary for the fabrication of the metal work, including full details of the match markings, of all fabricated items of work included in this section. Use 24" x 36" sheet for drawings. Drawings shall comply and be submitted in accordance with Section 01 30 00 -

Submittals.

B. Allow at least 7 days for Engineer's review of shop drawings.

C. Submit manufacturer's information (catalog data) for all products.

1.5 QUALITY ASSURANCE

A. Workmanship and finish shall be equal to the best general practice in modern steel fabricating shops.

B. All welding shall conform to the requirements of the "Specifications for Welded Highway and

Railway Bridges" of the American Welding Society.

1.6 MEASUREMENT AND PAYMENT

A. Miscellaneous metals will be paid for at the contract lump sum price. Such price shall constitute full compensation for furnishing and placing of materials required to complete the miscellaneous metals, including all labor, equipment, tools and incidentals needed to complete the work in conformity with the Drawings and Specifications.

Metal Fabrications

05 51 00 Page 2 of 2

PART 2 - PRODUCTS

2.1 MATERIALS

A. Miscellaneous steel shall include the following items:

1. All structural steel shall conform to ASTM A36, size and strength as shown on the

Drawings.

2. Pipe struts shall be Sch.80 galvanized steel pipe conforming to ASTM A120.

3. All metals shall be stainless steel.

PART 3 - EXECUTION

3.1 PREPARATION

A. Before being laid out or worked, rolled material shall be straight. Kinks and bends in the material will be cause for rejection. Heat shrinking of low alloy structural steels will not be permitted.

B. Following the straightening of a bend or buckle, the surface of the metal shall be carefully observed for evidence of fracture.

3.2 ASSEMBLING STEEL

A. The parts shall be accurately assembled as shown on the drawings and all matchmarks shall be followed.

B. The material shall be carefully handled so that no parts will be bent, broken, or otherwise damaged.

C. Hammering which will injure or distort the members shall not be permitted.

D. Bearing surfaces and surfaces to be in permanent contact shall be cleaned before the members are assembled.

3.3 BEARINGS AND ANCHORAGE

A. See Section 05 05 23 – Anchor Bolts.

B. All bearing assemblies shall be set level and to the proper elevation.

C. Facing of Bearing Surfaces:

1. Surfaces of bearing and base plates and other metal bearing surfaces that are to come in contact with each other or with ground concrete surfaces, shall be finish-machined flat to within 1/32 inch tolerance in 12 inches and to within 1/16 in.

tolerance over-all.

2. Surfaces of bearing and base plates and other metal bearing surfaces that are to come in contact with Portland cement grout shall be finish-machined flat to within 1/8 inch tolerance in 12 inches and to within 3/16 in. tolerance over-all.

3.4 WELDING

1. All welding shall conform to the requirements of the "Specifications for Welded

Highway and Railway Bridges" of the American Welding Society.

Grating, Ladders, Access Hatches and Vent

05 53 00 Page 1 of 4

SECTION 05 53 00

GRATING, LADDERS, ACCESS HATCHES AND VENT

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. This section specifies floor gratings, ladders, access hatches and vent.

1.2 RELATED WORK

A. Section 03 30 00 – Cast in Place Concrete

B. Section 05 05 23 – Anchor Bolts

C. Section 09 90 00 – Coatings and Finishes.

1.3 REFERENCES

A. This section references the following documents. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail. The references shall be the latest edition.

1. AISC M010 – Manual of Steel Constructions

2. ASTM A36 – Structural Steel

3. ASTM A666 – Annealed or Cold-Worked Austenitic Stainless-Steel Sheet, Strip, Plate, and Flat Bar

4. AWS D1.1 – Structural Welding Code

1.4 SUBMITTALS

A. Product data: Submit manufacturer's technical data for products and processes specified in this section and incorporated in the project.

B. Shop Drawings: Provide shop drawings indicating details of fabrication and installation for each item or system. Include plans, elevations, sections, fittings, connections and anchors.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Grating: Steel gratings and frames shall be of structural quality steel conforming…