P R O J E C T

SPECIFICATIONS

STATE OF UTAH – DFCM

DEPARTMENT OF ALCOHOLIC BEVERAGES

STORE NO. 28 PARKING LOT REPLACEMENT

Vernal, Utah

DFCM PROJECT #26220030

DFCM

APPROVAL BOX

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

Jason Van Ausdal

09/10/2025

REVIEWED FOR CODE

COMPLIANCE

T A B L E O F C O N T E N T S T O P R O J E C T S P E C I F I C A T I O N S

STATE OF UTAH – DFCM

DEPARTMENT OF ALOCHOLIC BEVERANGES

STORE NO. 28 PARKING LOT REPLACEMENT

Vernal, Utah

DFCM PROJECT #26220030

2025 Edition of APWA Manual of Standard Specifications are Adopted for This Project By Reference. Primary specifications from said APWA manual are listed below, reproduced, and contained herein. Other Numbered APWA Specifications Referenced Within the Sections Listed Below Are Also Considered Binding and Valid For This Project. Contractor is Responsible for Acquiring or Referring to a Complete Published 2025 Edition of the APWA Manual of Standard Specifications plus any Applicable Addendums to the Publication.

D I V I S I O N 2: E X I S T I N G C O N D I T I O N S Page Demolition and Structure Moving Section 02 41 13 ........................................................... Selective Site Demolition 107 – 108 Section 02 41 14 ..................................................................... Pavement Removal 109 – 110

D I V I S I O N 3: C O N C R E T E Concrete Forming and Accessories Section 03 11 00 ................................................................... ….Concrete Forming 116 – 119 Section 03 30 20 .................................................................. Concrete Reinforcing 120 – 122 Cast-in-Place Concrete Section 03 30 04 ....................................................................................... Concrete 123 – 131 Section 03 30 05 .......................................................................... Concrete Testing 132 – 134 Section 03 30 10 ..................................................................... Concrete Placement 135 – 139 Section 03 35 00 .......................................................................Concrete Finishing 140 – 143 Section 03 39 00 ...........................................................................Concrete Curing 144 – 145

D I V I S I O N 3 1: E A R T H W O R K

Earth Moving Section 31 05 13 ................................................................................ Common Fill 254 – 257 Section 31 05 19 .................................................................................... Geotextiles 261 – 268 Section 31 11 00 .................................................................................. Site Clearing 275 - 276 Section 31 23 16 .................................................................................... Excavation 277 – 279 Section 31 23 26 .................................................................................. Compaction 286 – 287 Section 31 25 00 ............................................. Erosion and Sedimentation Control 288 – 291 Section 31 31 19 ........................................................................ Vegetation Control 290 - 290

D I V I S I O N 3 2: E X T E R I O R I M P R O V E M E N T S Bases, Ballasts, and Paving Section 32 05 10 ................................................................ Backfilling Roadways 374 – 377 Section 32 11 23 ............................................................... Aggregate Base Course 378 – 383 Section 32 12 03 ....................................................................... .. Asphalt Binders 388 – 390 Section 32 12 05 ................................................................... Bituminous Concrete 391 – 399 Section 32 12 13.13 ................................................................................ Tack Coat 404 – 405 Section 32 12 16.13 ................................................ Plant-Mix Bituminous Paving 408 – 416 Section 32 16 13 .............................................. Driveway, Sidewalk, Curb, Gutter 443 – 437 Section 32 17 23 ..................................................................... Pavement Markings 452 – 455

D I V I S I O N 3 3: U T I L I T I E S Section 33 05 14 ............................................................ Utility Grade Adjustment 521 - 523

SELECTIVE SITE DEMOLITION 02 41 13

SECTION 02 41 13

SELECTIVE SITE DEMOLITION

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Remove site structural and site utility items and dispose of them off site.

B. Salvage.

1.2 PAYMENT PROCEDURES

A. Payment for structures or obstructions that are not designated for removal and disposal in the Bid documents, that cannot be removed with equipment reasonably expected to be used in the work without cutting, drilling, or blasting, will be paid for by Change Order.

B. Backfilling depressions left because of demolition work will not be measured or paid for separately except as provided in the preceding paragraph.

PART 2 PRODUCTS Not Used

PART 3 EXECUTION

3.1 PREPARATION

A. Review all work procedures with ENGINEER and with representatives of any utility in the work zone.

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

C. Implement traffic control plan requirements, Section 01 55 26.

3.2 PROTECTION

A. Protect irrigation systems.

B. Protect structures to be removed and their contents from vandalism and theft.

C. Protect trees:

1. Avoid or minimize damage to trees and tree roots.

2. Provide certified arborist observation of root cuts larger than four (4) inches diameter. Roots provide anchorage, storage of energy, and absorption and conduction of water and mineral elements. Loss of root connection affects health and stability of tree and safety of people and property. Notify ENGINEER of such root cut.

D. Repair or replace damage at no additional cost to OWNER.

3.2 STRUCTURE DEMOLITION

A. Remove structures and incidentals such as foundations, fences, outbuildings, etc.

B. Remove foundation walls at least two (2) feet below finished grade or two (2) feet below natural ground surface.

Remove floor slab or break it into pieces no larger than three (3) feet square.

C. Backfilling and compaction of excavations for structures, Section 31 23 23.

D. Building components, Section 02 41 19.

3.3 PIPELINE DEMOLITION

A. General:

1. Abandoned pipelines not to be salvaged are considered as incidental excavation work, Section 31 23 16.

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

B. Gravity Pipe Demolition:

02 41 13 SELECTIVE SITE DEMOLITION

1. Plug abandoned pipe with a permanent, water-tight concrete plug extending into the abandoned pipe at least two (2) 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.

3.4 BRIDGE AND ABUTMENT DEMOLITION

A. Remove existing bridges and abutments indicated.

B. Remove structures so that no remaining portion is closer than three (3) feet to any water course or closer than two

(2) feet to the Subgrade and Embankment surface, or within two (2) feet of the natural ground surface.

C. Remove structures so compacted backfill can be provided as required in backfilling operation, Section 31 23 23.

3.5 BURIED FUEL TANK DEMOLITION

A. Remove buried fuel storage tanks and dispose of tank contents in accordance with Laws and Regulations.

B. Do not spill fuel on Subgrade.

C. Comply with the local authority having jurisdiction over fuel tank removals.

3.6 MISCELLANEOUS DEMOLITION

A. Remove miscellaneous structures and obstructions or cover them with backfill if the result meets the following requirements:

1. Backfill is stable.

2. Burial does not interfere with construction.

3. Permission to do so is obtained from ENGINEER.

4. No remaining portion is within two (2) feet of the final ground surface contours.

3.7 SALVAGE

A. Salvage designated equipment and materials for OWNER.

B. All other material becomes the property of CONTRACTOR unless such materials are not owned by OWNER.

END OF SECTION

SELECTIVE SITE DEMOLITION 02 41 13

SECTION 02 41 13

SELECTIVE SITE DEMOLITION

A. Remove site structural and site utility items and dispose of them off site.

B. Salvage.

1.2 PAYMENT PROCEDURES

A. Payment for structures or obstructions that are not designated for removal and disposal in the Bid documents, that cannot be removed with equipment reasonably expected to be used in the work without cutting, drilling, or blasting, will be paid for by Change Order.

B. Backfilling depressions left because of demolition work will not be measured or paid for separately except as provided in the preceding paragraph.

A. Review all work procedures with ENGINEER and with representatives of any utility in the work zone.

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

C. Implement traffic control plan requirements, Section 01 55 26.

3.2 PROTECTION

A. Protect irrigation systems.

B. Protect structures to be removed and their contents from vandalism and theft.

C. Protect trees:

1. Avoid or minimize damage to trees and tree roots.

2. Provide certified arborist observation of root cuts larger than four (4) inches diameter. Roots provide anchorage, storage of energy, and absorption and conduction of water and mineral elements. Loss of root connection affects health and stability of tree and safety of people and property. Notify ENGINEER of such root cut.

D. Repair or replace damage at no additional cost to OWNER.

3.2 STRUCTURE DEMOLITION

A. Remove structures and incidentals such as foundations, fences, outbuildings, etc.

B. Remove foundation walls at least two (2) feet below finished grade or two (2) feet below natural ground surface.

Remove floor slab or break it into pieces no larger than three (3) feet square.

C. Backfilling and compaction of excavations for structures, Section 31 23 23.

D. Building components, Section 02 41 19.

3.3 PIPELINE DEMOLITION

A. General:

1. Abandoned pipelines not to be salvaged are considered as incidental excavation work, Section 31 23 16.

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

B. Gravity Pipe Demolition:

02 41 13 SELECTIVE SITE DEMOLITION

1. Plug abandoned pipe with a permanent, water-tight concrete plug extending into the abandoned pipe at least two (2) 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.

3.4 BRIDGE AND ABUTMENT DEMOLITION

A. Remove existing bridges and abutments indicated.

B. Remove structures so that no remaining portion is closer than three (3) feet to any water course or closer than two

(2) feet to the Subgrade and Embankment surface, or within two (2) feet of the natural ground surface.

C. Remove structures so compacted backfill can be provided as required in backfilling operation, Section 31 23 23.

3.5 BURIED FUEL TANK DEMOLITION

A. Remove buried fuel storage tanks and dispose of tank contents in accordance with Laws and Regulations.

B. Do not spill fuel on Subgrade.

C. Comply with the local authority having jurisdiction over fuel tank removals.

3.6 MISCELLANEOUS DEMOLITION

A. Remove miscellaneous structures and obstructions or cover them with backfill if the result meets the following requirements:

1. Backfill is stable.

2. Burial does not interfere with construction.

3. Permission to do so is obtained from ENGINEER.

4. No remaining portion is within two (2) feet of the final ground surface contours.

3.7 SALVAGE

A. Salvage designated equipment and materials for OWNER.

B. All other material becomes the property of CONTRACTOR unless such materials are not owned by OWNER.

PAVEMENT REMOVAL 02 41 14

SECTION 02 41 14

PAVEMENT REMOVAL

A. Remove roadway Pavement.

B. Remove curb, gutter, sidewalk, Driveway Approach, waterway and similar flat work.

1.2 MEASUREMENT PROCEDURES

A. Double saw cutting required for pavement removal or T-patches will not be measured or paid for separately.

1.3 REFERENCES

A. APWA (Utah) Standards:

Plan 256 Concrete pavement patch.

Plan 412 Invert cover.

Plan 802 Defective concrete.

1.4 SUBMITTALS

A. Traffic control plan, Section 01 55 26.

A. Implement traffic control plan requirements, Section 01 55 26.

B. Coordinate utility locations, Section 01 31 13.

C. Preserve all active utilities.

D. Notify neighborhood at least 48 hours before day and time of operation.

E. Mark on redline drawings the location of any existing and active utility that is discovered.

3.2 PROTECTION

A. Install Invert Covers as shown in the Drawings of APWA Plan 412. Installation must be tight so no debris can by-pass the cover and enter the piping below.

B. Trees:

1. Avoid or minimize damage to trees and tree roots.

2. Provide certified arborist observation of root cuts larger than four (4) inches diameter. Roots provide anchorage, storage of energy, and absorption and conduction of water and mineral elements. Loss of root connection affects health and stability of tree and safety of people and property. Notify ENGINEER of such root cut.

C. Existing Surfaces:

1. Protect adjacent surfaces including concrete walls, planters, carriage walks, driveway approaches, rock walls, rock gardens, concrete steps, sidewalks, and curb cut assemblies. Replace damaged facilities at no additional cost to OWNER.

2. Use rubber cleats or Pavement pads when operating backhoes, outriggers, track equipment, or any other equipment on or crossing paved surfaces.

02 41 14 PAVEMENT REMOVAL

3. Restore paved surfaces that are damaged by removal operations at no additional cost to the OWNER. Match the existing Pavement surface plus 1 inch.

D. Environment:

1. Control dust, Section 01 57 00.

2. Protect plant and animal habitat. Follow federal, state, or local protection requirements.

E. Repair or replace any damage at no additional cost to OWNER.

3.3 REMOVE PORTLAND CEMENT CONCRETE PAVEMENT

A. Identify concrete pavement to be removed as shown in the Drawings or APWA Plan 802. If removal is not scheduled, secure removal approval from ENGINEER.

B. Identify concrete pavement to be removed as shown in the Drawings or APWA Plan 256 Sheet 1 or Sheet 2 as applicable.

C. Cutting:

1. DO NOT use machine mounted impact hammers.

2. Make concrete cuts straight, vertical, true, full-depth.

3. Cut along perimeter of panel to be removed. Where edge of existing surface is cracked, broken, or deteriorated, make the cut so the defective surface can be removed.

4. Cut along any edge that is damaged during construction, including cavities underneath caused by construction or concrete removal.

D. Removal:

1. Remove concrete to the nearest expansion joint or vertical saw cut.

2. Remove panels without damaging remaining panels.

3. Remove all bonding inhibitors.

3.4 REMOVE BITUMINOUS CONCRETE PAVEMENT

A. Cutting:

1. Use any method that produces a true, vertical, full-depth cut.

2. When bituminous pavement overlays Portland cement concrete Pavement, DO NOT use machine mounted impact hammers.

3. If an edge of an existing surface is cracked, broken, or deteriorated, make the cut so the defective surface can be removed.

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

B. Remove Pavement: Remove pavement without damaging remaining.

3.5 REMOVE CONCRETE FLAT WORK

A. Saw cut flat work at weakened plane joints. Saw cut full depth.

B. Where edge of existing surface is cracked, broken, or deteriorated, make the cut so the defective surface can be removed.

C. Saw along any edge that is damaged during construction, including cavities underneath caused by construction.

D. If flat work that is not scheduled for removal is damaged, remove and replace the flat work at no additional cost to OWNER.

3.6 CLEANING

A. Remove all debris and dust. Clean surrounding rails, sidewalks, Driveways, Driveway approaches, landscaping, concrete flat work, and other objects in vicinity of work.

03 11 00 CONCRETE FORMING

SECTION 03 11 00

CONCRETE FORMING

A. Formwork for cast-in-place concrete.

B. Openings in formwork for other affected work.

C. Form accessories such as snap ties, bracing, etc.

D. Stripping formwork.

1.2 REFERENCES

A. ACI Standards.

347 Recommended Practice for Concrete Formwork.

1.3 DEFINITIONS

A. Shoring: The activity to support formwork.

B. Reshoring: The activity to reduce the amount of formwork supporting concrete elements. As concrete sets and strength increases, less need for formwork occurs gradually until concrete becomes free standing.

1.4 SUBMITTALS

A. Shop Drawings: Fabrication and erection drawings of forms for specific finished concrete surfaces, as indicated.

Show general construction of forms, jointing, special joints or reveals, location and pattern of form tie placement, and other items affecting exposed concrete visibility.

B. Form Release Agent: Where concrete surfaces are scheduled to receive special finishes or applied coverings which may be affected by agent submit manufacturer's instructions for use of agent.

1.5 QUALITY ASSURANCE

A. Designer's Qualifications: Structural design professional who complies with Utah licensing law, has experience in concrete formwork, and is acceptable to the authority having jurisdiction.

B. Design Forms:

1. With sufficient strength to maintain finished tolerances indicated in Section 03 35 00, to support loads, pressures, and allowable stresses as outlined in ACI 347 and for design considerations such as wind loads, allowable stresses, and other applicable requirements of local Laws and Regulations.

2. To permit easy removal.

3. For required finishes.

C. Design, engineering, and construction of formwork is CONTRACTOR's responsibility.

1.6 JOB CONDITIONS

A. For reference purposes, establish and maintain sufficient control points and bench marks to check tolerances.

Maintain in an undisturbed condition and until final completion and acceptance of Work.

B. Regardless of tolerances specified, allow no portion of Work to extend beyond legal boundaries.

1.7 FIELD SAMPLES

A. Prepare field Samples and submit per Section 01 33 00.

B. Construct and erect sample formwork panel for architectural concrete surfaces receiving special treatment or finish as a result of formwork. Formwork to include vertical and horizontal form joints and typical rustication joints when required.

C. Size panel to indicate special treatment or finish required, including form release agent.

D. Remove formwork after casting concrete.

CONCRETE FORMING 03 11 00

1.8 ACCEPTANCE

A. Secure ENGINEER's inspection of form layout for concrete flat work.

PART 2 PRODUCTS

2.1 FORM MATERIALS

A. Faced with material which will produce smooth and uniform texture on concrete, unless indicated otherwise.

B. Arrange facing material orderly and symmetrical, keeping number of seams to a minimum.

C. Do not use material with raised grain, patches, or other defects which will impair texture of concrete surface.

2.2 FORMWORK ACCESSORIES

A. Form Ties:

1. Use ties constructed so end fasteners can be removed without spalling concrete faces.

2. After end fasteners of ties have been removed, embedded portion of ties are to terminate not less than two (2) times the diameter or thickness of the fasteners from formed faces of concrete, but in no case greater than 3/4 inch.

3. When formed face on concrete is not exposed, form ties may be cut off flush with formed surfaces. Use ties with 3/4 inch diameter cones on both ends or an approved equal for water retaining structures.

B. Premolded Expansion Joint Filler: F1 sheet, Section 32 13 73 unless indicated elsewhere.

C. Form Release Agent: Colorless material which will not stain concrete, absorb moisture, impair natural bonding or color characteristics of concrete. To prevent contamination, agents used on potable water structures are subject to review by ENGINEER before use.

D. Fillets for Chamfered Corners: Wood strips 1 inch x 1 inch size, maximum length possible.

3.1 INSPECTION

A. Verify lines, levels, and measurements before proceeding with formwork.

3.2 FORM CONSTRUCTION

A. Make forms sufficiently tight to prevent loss of concrete.

B. Unless indicated otherwise, place chamfer strips in corners of forms to produce beveled edges on permanently exposed exterior corners.

C. To maintain specified finish tolerances, camber formwork to compensate for anticipated deflections.

D. Provide positive means of adjustment using wedges, jacks, Shores, and struts to take up all settlement during concrete placing operation.

E. Provide temporary ports in formwork to facilitate cleaning and Inspection. Locate openings at bottom of forms to allow flushing water to drain.

F. At construction joints, overlap forms over hardened concrete at least six (6) inches. Hold forms against hardened concrete to prevent offsets or loss of mortar at construction joint and to maintain true surface.

G. Construct wood forms for wall openings to facilitate loosening, or counteract swelling.

H. Fasten wedges used for final adjustment of forms before concrete placement in position after final check.

I. Anchor formwork to Shores, supporting surfaces or members to prevent upward or lateral movement and deflection of any part of formwork system during concrete placement.

J. Provide runways for moving equipment with struts or legs, supported directly on formwork or structural member without resting on reinforcing.

K. Position expansion joint material and other embedded items accurately and support to prevent displacement.

L. To prevent entry of concrete, fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material.

03 11 00 CONCRETE FORMING

M. For architectural concrete, limit deflection of facing materials between studs as well as deflection of studs and walers to 0.0025 times span.

N. For underground concrete work, do not use soil walls for forming unless authorized by ENGINEER.

3.3 INSERTS, EMBEDDED PARTS, AND OPENINGS

A. Provide formed openings for elements embedded in or passing through concrete.

B. Coordinate work of other sections for the forming and setting of openings, slots, recesses, chases, sleeves, bolts, anchors, and other inserts.

C. Install accessories per manufacturer's instructions. Ensure items are not disturbed during concrete placement.

3.4 FORM FINISHES

A. Use forms with smooth rubbed, scrubbed, sand floated finishes that meet ACI 347 unless indicated otherwise.

B. For As-cast Finishes:

1. Install form panels in orderly arrangement with joints planned in approved relation to building elements.

2. Where panel joints are recessed or otherwise emphasized, locate form ties within joints, not within panel areas.

3. Where an as-cast finish is required, no grouting will be permitted in the finishing operation.

C. Textured Finishes: As indicated.

3.5 APPLICATION OF FORM RELEASE AGENT

A. Apply form release agent on formwork per manufacturer's instructions. Apply before placing reinforcing steel, anchoring devices, and embedded items.

3.6 FORM REMOVAL

A. Do not pry against face of concrete. Use only wooden wedges.

B. When repair of surface defects or finishing is required at an early age, remove forms as soon as concrete has hardened sufficiently to resist damage from removal operations.

C. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging. Perform needed repairs or treatment required on such sloping surfaces at once, followed by specified curing.

D. Loosen wood forms for wall openings as soon as it can be accomplished without damage to concrete.

E. Formwork for columns, walls, sides of beams, and other members not supporting weight of concrete may be removed as soon as concrete has hardened sufficiently to resist damage from removal.

F. Where no Reshoring is planned, leave forms and Shoring used to support weight of concrete in beams, slabs, and other concrete members in place until concrete has attained its specified strength.

G. Where Reshoring is planned, supporting formwork may be removed when concrete has reached 70 percent of specified strength, provided Reshoring is installed immediately.

H. When Shores and other vertical supports are so arranged that non-load carrying, form-facing material may be removed without loosening or disturbing Shores and supports, facing material may be removed at an earlier age.

3.7 RESHORING

A. When Reshoring is permitted or required, plan operations in advance and obtain approval.

B. During Reshoring do not subject concrete in beam, slab, column, or any other structural member to combined dead and construction loads and live loads in excess of loads permitted for developed concrete strength at time of Reshoring.

C. Place Reshores as soon as practical after stripping operations are complete, but in no case later than end of working day on which stripping occurs.

D. Tighten Reshores to carry required loads without over-stressing.

E. Leave Reshores in place until the concrete being supported has reached its specified strength.

F. For floors supporting Shores under newly placed concrete, level original supporting Shore or Reshore:

1. Reshoring system shall have a capacity to resist anticipated loads in all cases equal to at least 1/2 the capacity of the Shoring system.

CONCRETE FORMING 03 11 00

2. Unless otherwise specified locate Reshores directly under a Shore.

3. In multistory buildings, extend Reshoring through a sufficient number of stories to distribute the weight of newly placed concrete, forms, and construction live loads in such a manner that design loads of floors and supporting Shores are not exceeded.

G. Design, engineering, and construction of Shoring and Reshoring is the responsibility of the CONTRACTOR.

3.8 REMOVAL STRENGTH

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 has 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 per Section 03 39 00 for the same length of time as the site-cured cylinders that reached specified strength. Determine the length of time the concrete has been cured in the structure by cumulative number of days or fractions thereof, not necessarily consecutive, during which the air temperature is above 50 deg F and concrete has been damp or sealed from evaporation and loss of moisture.

3.9 REUSE OF FORMS

A. Do not reuse forms if there is any evidence of surface wear or defect which would impair quality of concrete surface.

B. Thoroughly clean and properly coat forms before reuse.

3.10 FIELD QUALITY CONTROL

A. Before commencing a pour, verify connections, form alignment, ties, inserts and Shoring are placed and secure.

B. Observe formwork continuously while concrete is being placed to verify that the forms are plumb and there are no deviations from desired elevation, alignment, or camber.

C. If during construction any weakness develops and false-work shows undue settlement or discoloration, stop work, remove affected construction if permanently damaged, and strengthen false-work.

03 20 00 CONCRETE REINFORCING

SECTION 03 20 00

CONCRETE REINFORCING

A. Reinforcing steel bars, wire fabric or rod mats for cast-in-place concrete.

B. Support chairs, bolsters, bar supports, and spacers for supporting reinforcement.

1.2 REFERENCES

A. AASHTO Standards:

M254 Corrosion Resistant Coated Dowel Bars.

B. ACI Standards:

301 Structural Concrete for Buildings.

315 Concrete Reinforcement.

C. ASTM Standards:

A82 Steel Wire, Plain, for Concrete Reinforcement.

A185 Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement.

A615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

A706 Low-Alloy Steel Deformed Bars for Concrete Reinforcement.

C1116 Fiber-Reinforced Concrete and Shotcrete.

D3963 Epoxy-Coated Reinforcing Steel.

D. AWS Standards:

D1.1 Structural Welding Code Steel.

D1.4 Structural Welding Code Reinforcing Steel.

E. CRSI Standards:

Manual of Standard Practice.

1.3 SUBMITTALS

A. Manufacturer's Certificate: Submit mill test certificates of supplied concrete reinforcement, indicating physical and chemical analysis.

B. Welder's certification.

C. Shop Drawings:

1. Indicate sizes, spacings, locations, and quantities of reinforcing steel, wire fabric, bending and cutting schedules, splicing, stirrup spacing, supporting, and spacing devices.

2. When required, prepare Shop Drawings by an engineer who complies with Utah licensing law and is acceptable to agency having jurisdiction.

1.4 QUALITY ASSURANCE

A. Perform concrete reinforcement work per CRSI Manual of Standard Practice.

B. Comply with ACI 301.

C. Welders: Certified to comply with AWS D1.1 or AWS D1.4 as applicable.

1.5 ACCEPTANCE

A. Unless specified otherwise, chairs for supporting reinforcement in flat slabs are spaced as follows:

1. Three (3) feet maximum for No. 5 and smaller bars.

2. Five (5) feet maximum for bars larger than No. 5.

CONCRETE REINFORCING 03 20 00

B. Dowels are placed on dowel baskets and properly aligned.

C. Epoxy and galvanized coatings are not chipped or cut. Ends of cut bars are epoxy coated or galvanize painted before placement.

D. Minimum covering over reinforcement is as specified.

2.1 MATERIALS

A. Fiber Reinforcement: Glass, ASTM C1116.

B. Reinforcement:

1. Grade 60 ksi deformed steel bars, ASTM A615 and supplementary requirements S1 or ASTM A706 for welding.

2. Welded wire fabric. Plain steel type, ASTM A185 in flat sheets or coiled rolls. Dimensions of the mesh 4”x 4” or as indicated.

C. Stirrups: Steel, ASTM A82.

D. Dowel Bars for Expansion Joints: Grade 60 ksi smooth steel bar, ASTM A615.

1. Galvanized or epoxy coated in roadway Pavements.

2. Provide plastic cap to permit longitudinal movement of dowel bar within concrete section equal to joint width plus 1/4 inch.

3. For load transfer joints, paint bars with 1 coat of paint conforming to AASHTO M254 and coat 1/2 with grease.

E. Coatings for Corrosion Protection:

1. Epoxy coat, ASTM D3963.

2. Galvanized, Section 05 05 10.

2.2 ACCESSORY MATERIALS

A. Tie Wire: Minimum 16 gage annealed type or an acceptable patented system.

B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during installation and placement of concrete.

2.3 FABRICATION

A. Fabricate reinforcement, ACI 315 providing for concrete cover.

B. Locate reinforcing splices not indicated on Drawings at points of minimum stress. Indicate location of splices on

Shop Drawings.

C. Weld reinforcing bars; with AWS D1.4.

3.1 PLACING

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

B. 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.

C. 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.

D. Overlap sheets of metal mesh one square plus six (6) inches to maintain a uniform strength. Securely fasten at the ends, edges, and supports to maintain clearances.

E. Flat Slab Work:

03 20 00 CONCRETE REINFORCING

1. Support reinforcing steel of formed flat slabs with plastic chairs, precast concrete blocks or other non-oxidizing slab bolsters.

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

3. Space chairs and bolsters not more than five (5) feet on centers in each direction.

4. Coat metal supports in contact with forms to prevent rust.

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

3.2 SPLICING

A. Furnish all reinforcement in the full lengths indicated unless otherwise permitted. Splicing of bars, except where indicated is not permitted without ENGINEER’s knowledge. Stagger splices where possible.

B. 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.

C. Do not use lap splices on bars greater than No. 11 diameter unless approved.

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

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

F. 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.

3.3 PLACING EMBEDDED ITEMS

A. Place all sleeves, inserts, anchors and embedded items before concrete placement. Temporarily fill voids in embedded items to prevent entry of concrete.

B. Give all trades whose work is related to the concrete section (Section 03 30 04) ample notice and opportunity to introduce or furnish embedded items before concrete placement.

CONCRETE----Revised 2025 03 30 04

SECTION 03 30 04

CONCRETE

A. Material requirements.

1.2 RELATED SECTIONS

A. 03 30 05 Concrete Testing B. 03 30 10 Concrete Placement C. 03 35 00 Concrete Finishing D. 03 39 00 Concrete Curing E. 03 40 00 Precast Concrete

1.3 REFERENCES

A. ACI Standards:

211.1 Selecting Proportions for Normal-Density and High-Density Concrete.

211.2 Selecting Proportions for Structural Lightweight Concrete.

211.3 Standard Practice for Selecting Proportions for No-Slump Concrete.

214 Evaluation of Strength Test Results of Concrete.

301 Specifications for Structural Concrete for Buildings.

305 Hot Weather Concreting.

306 Cold Weather Concreting.

318 Building Code Requirements for Reinforced Concrete.

B. ASTM Standards:

C33 Concrete Aggregates.

C39 Compressive Strength of Cylindrical Concrete Specimens.

C88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

C94 Ready-Mixed Concrete.

C117 Material Finer than 75μ (No. 200) Sieve in Mineral Aggregates by Washing.

C123 Lightweight Particles in Aggregate.

C138 Unit Weight, Yield, and Air Content (Gravimetric) of Concrete.

C142 Clay lumps and Friable Particles in Aggregates.

C143 Slump of Hydraulic-Cement Concrete.

C150 Portland Cement.

C172 Sampling Freshly Mixed Concrete.

C227 Potential Reactivity of Cement-Aggregate Combinations (Mortar Bar Method).

C231 Air Content of Freshly Mixed Concrete by the Pressure Method.

C260 Air-Entraining Admixtures for Concrete.

C289 Potential Reactivity of Aggregates (Chemical Method).

C494 Chemical Admixtures for Concrete.

C535 Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles

Machine.

C595 Blended Hydraulic Cements.

03 30 04----Revised 2025 CONCRETE

C618 Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

C1064 Temperature of Freshly Mixed Portland Cement Concrete.

C1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for

Laboratory Evaluation.

C1116 Fiber-Reinforced Concrete and Shot Crete.

C1157 Blended Hydraulic Cement.

C1240 Use of Silica Fume as a Mineral Admixture in Hydraulic Cement Concrete, Mortar, and Grout.

C1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method).

C1293 Concrete Aggregates by Determination of Length Change of Concrete Due to Alkali-Silica Reaction.

C1567 Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and

Aggregate (Accelerated Mortar-Bar Method).

C1602 Mixing Water Used in The Production of Hydraulic Cement Concrete.

CRD C662 Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials, Lithium

Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method) STP 15-C Manual on Quality Control of Materials.

1.3 SUBMITTALS

A. Quality Assurance:

1. Independent Laboratory: Submit names, certification levels, and years of experience of testing agency’s field technicians that are assigned to the Work. Verify laboratory complies with ASTM and ACI standards.

2. Mixing Equipment: Submit certification of plant equipment.

B. Mix Design: Allow ENGINEER 10 days to evaluate the submittal. Provide the following information.

1. Date of mix design. If older than 365 days from date of submission, recertify mix design.

2. Physical properties of the aggregate (this section article 2.3). Test results shall not be older 455 days from the date of submission. The information is for suitability of source and not for project control. A new report may be required if aggregate source is changed.

3. Identify whether mix is for hot, cold, or normal weather placement.

4. Cement source, type and chemical composition.

5. Aggregate soundness and potential reactivity.

6. Average Strength (fcr), per quality control chart.

7. Allowable range of slump and air content.

8. Water cement ratio.

9. Proportions of materials in the mix.

10. Unit weight.

11. Analysis of water if water is not potable.

12. Mortar bar or prism test results if a pozzolan is included in the mix.

13. Technical data sheets for additives to be used at the plant and at the job site. Certify additives are compatible with each other.

C. Pre-approved Mix Design: Submit name and address of Supplier and Suppliers mix design number if available.

D. Before Changing Mix Design: Submit a new design and allow ENGINEER 10 days to evaluate the changes.

1.4 QUALITY ASSURANCE

A. General:

1. Use a laboratory that follows and complies with ASTM C1077.

2. Reject concrete that does not meet requirements of this section.

3. If requested, submit a quality control and testing report describing source and field quality assurance activities performed by CONTRACTOR and Suppliers.

B. At Source:

1. Do not change material sources, type of cement, air-entraining agent, water reducing agent, other admixtures except as allowed by mix design.

2. Store bagged and bulk cement in weatherproof enclosures. Exclude moisture and contaminants.

3. Prevent segregation and contamination of aggregate stockpiles.

4. Avoid contamination, evaporation, or damage to admixtures. Protect liquid admixtures from freezing.

C. At Site: Admixtures may be used for meeting hot or cold weather placement requirements with field or trial batch verification.

1.5 ACCEPTANCE

A. Materials:

1. Aggregate Source:

a. Verify suitability of aggregate source.

b. Verify aggregate gradation.

c. Verify percent of combined aggregate passing No. 200 sieve.

2. At the Site:

a. Verify mix identification, batch time, slump, air content, and temperature.

b. Verify drum rotation is less than 300 revolutions.

3. At the Laboratory: Verify strength in 28 days.

B. Defective Material: Popouts, scaling, etc.

1. Price adjustment, Section 01 29 00 and Section 03 30 10.

2. Dispute resolution, Section 01 35 10.

2.1 CEMENT

A. General:

1. Do not use air entraining cement except for hand mixed applications.

2. Do not use cement containing lumps or is partially set.

3. Do not mix cement originating from different sources.

B. Hydraulic Cement:

1. Hydraulic cement based on Sulfate Exposure Class as per ACI 318.

C. Blended Hydraulic Cement: The following are cement equivalencies when substituting blended cement for a

Portland cement.

Table 1 – Cement Equivalencies

Portland Cement Blended Cement

ASTM C150 ASTM C595 ASTM C1157

Type I IP/IL/IT GU Type II IP/IL/IT (MS) MS Type III IP/IL/IT (HE) HE Type IV -- -- Type V IP/IL/IT (HS) HS

D. Rapid Set Cement: As above and as follows:

1. Initial set time: 15 minutes minimum.

2. Color: Acceptable to the ENGINEER.

2.2 WATER

A. Clean, non-staining, non-detrimental per ASTM C1602.

B. Screen out extraneous material.

C. Do not use alkali soil water.

2.3 AGGREGATES

A. Gravel, crushed gravel, crushed stone, crushed concrete, slag, sand or combination with the following physical properties.

Table 2 – Physical Properties

Standard Min Max Coarse Aggregate

Wear (hardness or toughness), percent (a) (a) -- 50

Soundness (5 cycles), percent Na2SO4 C88 -- 12 Mg2SO4 C88 -- 18

Coal and lignite (SG = 2.4 min.), percent

(b) C123 0.5 1.0

Clay lumps, friable particles, chert, percent C142 -- 7

Material finer than 200 sieve, percent C117 -- 1.0 Fine Aggregate

Soundness (5 cycles), percent Na2SO4 C88 -- 10 Mg2SO

C88 -- 15

Fineness modulus C33 2.3 3.1 Coal and lignite (SG = 2.4 min.), percent

(b) C123 0.5 1.0

Clay lumps, friable particles, chert, percent C142 -- 3.0

Aggregate blend (meets one of the following)

1. Average prism length change in 12 months, percent (c) C1293 -- 0.04

2. Average mortar bar length change in 16 days, percent (c) C1260 -- 0.10

3. Petrography limits, percent Quartz ......................................... (d)

C295

-- 5.0 Chert or chalcedony ......................... -- 3.0 Tridymite or cristobalite .................. -- 1.0 Opal ................................................. -- 0.5 Natural glass in volcanic rock ......... -- 3

4. Historical data acceptable to ENGINEER

NOTES

(a) Wear retained on No. 8 sieve. For aggregate less than 1 1/2" use

ASTM C131. For larger aggregates use ASTM C535.

(b) Organic impurities producing a dark color concrete may cause rejection.

(c) Prism length change and mortar bar length change based upon unmodified ASTM tests.

(d) Quartz must NOT be optically strained, micro-fractured, or microcrystalline in nature.

2.4 ADDITIVES

A. Calcium Chloride: Not allowed in reinforced concrete.

B. Air Entrainment: ASTM C260. For extrusion enhancement use non-vinsal resin.

C. Set Enhancement and Water Reducing Agents: ASTM C494.

1. Type A: Water reducing.

2. Type B: Set retarding.

3. Type C: Set accelerating.

4. Type D: Water reducing and set retarding.

5. Type E: Water reducing and set accelerating.

6. Type F: High range water reducing (super plasticizer). *

7. Type G: High range water reducing and set retarding. *

* Keep the relative durability factor of water reducing additives not less than 90 and the chlorides content (as Cl-) not exceeding 1 percent by weight of the admixtures.

D. Pozzolan:

1. Natural or fly ash per ASTM C618.

2. Silica fume per ASTM C1240.

E. Special Admixtures: Allowed if mix design submittal is accepted:

1. Lithium nitrate based solution for control of reactive aggregates.

2. Calcium nitrite based solution for corrosion protection of reinforced structures subject to chloride-induced corrosion.

3. Shrinkage reducer for controlling drying shrinkage in concrete.

4. Viscosity modifier for enhancement of self-consolidating concrete or for workability.

2.5 MIX DESIGN

A. Class: Unless specified elsewhere, as follows.

1. Above Ground: 5000 minimum.

2. At Ground Level: 4000 minimum.

3. Underground: 4000 minimum.

B. Selection of Cement: ASTM C150, C595 or C1157.

1. Use Type II (or equivalent) cement unless otherwise specified.

C. Selection of Aggregates:

1. Maximum Particle Size:

a. 1/5 of narrowest dimension between forms.

b. 1/3 of depth of slab.

c. 3/4 of minimum clear spacing between reinforcing bars.

2. Gradation: ASTM C33.

a. Coarse Aggregate: Choose from the following grades. Gradations are based upon percent of material passing sieve by weight.

Table 3 – Coarse Aggregate Gradation

Sieve Grade

357 (2”) 467 (1.5”) 57 (1”) 67 (3/4”) 2-1/2” 100 -- -- -- 2 Inch 95 - 100 100 -- -- 1-1/2” -- 95 – 100 100 --

1” 35 – 20 -- 95 – 100 100 3/4" -- 35 – 70 -- 90 – 100 1/2" 10 – 30 -- 25- 60 -- 3/8” -- 10 – 30 -- 20 – 55

No. 4 0 – 5 0 – 5 0 – 10 0 – 10

b. Fine Aggregate:

Table 4 – Fine Aggregate Gradation

Sieve Percent Passing by

Weight 3/8” 100 No. 4 95 to 100 No. 16 45 to 80 No. 50 10 to 30 No. 100 2 to 10

c. Silts and Clays: The amount of material smaller than the No. 200 sieve in any combined gradation sample is limited to the following percentages by weight of the combined sample:

1) 1.75 percent maximum for concrete subject to abrasion.

2) 3.0 percent maximum for all other concrete.

3. Optimized Gradation: ASTM C33.

a. A well-graded combined aggregate gradation may replace the gradation requirements in Tables 4 and 5 for all concrete classes when designed and approved as such.

b. Proportion well-graded combined aggregates to meet the Tarantula Curve Gradation Band in Table 5. The combined gradation must be within the boundary limits for each sieve size. Refer to the UDOT Materials Manual of Instruction, Section 975: Guidelines for Well-Graded Combined Aggregate Gradations for a graphical representation of the Tarantula Curve.

1) Slip formed pavements: retain at least 15 percent on the sum of the #8, #16 and #30 sieves.

2) Slip formed pavements: retain between 24 and 34 percent of fine sand on the sum of the #30 through #200 sieves.

3) Flowable applications: retain at least 20 percent on the sum of the #8, #16 and #30 sieves.

4) Flowable applications: retain between 25 and 40 percent of fine sand on the sum of the #30 through #200 sieves.

Table 5 – Tarantula Curve Gradation Band

Sieve Percent Retained by Weight 2 in. 0

1 ½ in. 0 to 5 1 in. 0 to 16 ¾ in. 0 to 20 ½ in. 4 to 20

3/8 in. 4 to 20 No. 4 4 to 20 No. 8 0 to12 No. 16 0 to 12 No. 30 4 to 20 No. 50 4 to 20 No. 100 0 to 10 No. 200 0 to 2.3

D. Selection of Pozzolan:

1. General: If a blended aggregate passes an unmodified ASTM C1293 test, use of a pozzolan is

CONTRACTOR’s choice. If aggregate does not pass ASTM C1293, select a pozzolan (or blended cement, or both) and determine the effective dosage to meet one of the following tests:

a. ASTM C1567. The expansion of a cement-pozzolan-aggregate job-mix mortar bar is less than or equal to

0.10 percent at 16 days. Do not use this test if a lithium admixture is used in the job-mix.

b. ASTM C1260. The expansion of a cement-pozzolan-aggregate job-mix mortar bar is less than or equal to

0.10 percent at 16 days. Do not use this test if a lithium admixture is used in the job-mix.

c. CRD C662 (Lithium Mitigation). The expansion of a cement-pozzolan-aggregate job-mix mortar bar determined after 28 days of exposure.

d. Submit to ENGINEER a quality history of the mitigator identifying a minimum of 20 of the most current ASTM C618 analysis.

2. Fly Ash (Class F): Allowed as a cement replacement under the following conditions:

a. If utilized, replace minimum 10 percent of the cement.

b. Use replacement percentage as required to meet performanve tests (C1260, C1293, C1567, or CRD C662) and project performance requirements.

3. Natural Pozzolan (Class N): Allowed as a cement replacement if the 14-day expansion test (ASTM C1567) with job aggregates, job cement and natural pozzolan does not exceed the 14-day expansion test of job aggregates, job cement and Class F fly ash.

4. Silica Fume: Allowed as a supplemental cementitious material or cement replacement material.

5. Lithium: Allowed as a cement replacement if the 28-day expansion test (CRD C662) with job aggregates, job cement and lithium does not exceed the 28 day expansion test E. Selection of Mix Properties: Select and proportion the mix to produce appropriate strength, durability and workability. Use ACI 211.1, 211.2, or 211.3, and meet the following properties and limitations:

Table 6 – Mix Properties and Limitations

Properties Standar d

Class 2000 3000 4000 5000

Compressive Strength (fc’) at 28 days, psi, minimum

C39 2000 3000 4000 5000

Compressive Strength at 7 days, psi, (for reference only)

C39 1340 2010 2680 3350

Average Strength, psi (fcr) 214 (a) (a) (a) (a) Cement content, bags, minimum (b) -- 4.5 5.5 6.5 7.5

Water-cement ratio (by weight), maximum (c) 318 (d) (d) 0.44

Entrained air, percent (based upon aggregate size) (e)

2” 1-1/2”

1” 3/4"

C231

3.0 to 6.0

4.5 to 7.5

4.0 to 7.0

4.5 to 7.5

5.0 to 7.5

5.0 to 7.5

Slump C143 (d) (d) (d) (d)

NOTES

(a) The amount by which average strength (fcr) exceeds compressive strength (fc’) is based upon statistical assurance that no more than 1 test in 100 tests will fall below compressive strength (fc’).

(b) May be adjusted by supplier to meet project strength and cure time requirements. Demonstrate compliance through trial batch.

(c) Includes all cementitious materials including Portland Cement, fly ash, pozzolans or other cementitious additives.

(d) Specific to exposure conditions and finishing need.

(e) Comply with ACI 211.1 if air content is changed.

(f) 1 bag of cement = 94 pounds.

1. Cold Weather: Follow ACI 306 temperature requirement as per Section 03 30 10 CONCRETE PLACEMENT, Article 3.4 Concrete Placement.

2. Hot Weather: Follow ACI 305 temperature requirement as per Section 03 30 10 CONCRETE PLACEMENT, Article 3.4 Concrete Placement.

3. Concrete Deposited Under Water: Increase cement content one (1) class for concrete placed under water or use viscosity modifying admixture.

F. Selection of Fiber Reinforcement: The basis for determining material proportions of fiber-reinforced concrete is the Supplier’s responsibility per ASTM C1116 subject to mix property requirements of this Section. Unless specified otherwise provide synthetic fibers.

2.6 SOURCE QUALITY CONTROL

A. General: Collect Samples randomly. Do not change source quality control sampling point.

B. Aggregate:

1. Soundness, ASTM C88.

2. Alkali-silica reactivity, ASTM C289, C1567, C1260, C227 and C1293.

3. Petrographically examine fine and coarse aggregate sources once every three (3) years, ASTM C295.

C. Concrete Mix: Obtain samples per ASTM C172 and run the following tests:

1. Compressive strength, ASTM C39.

2. Unit weight, ASTM C138.

3. Slump, ASTM C143.

4. Air, ASTM C231.

5. Temperature, ASTM C1064.

D. Concrete Quality Charts: Comply with ACI 214 and ACI 301. Plot new results and identify trends on quality control charts that comply in form to ASTM STP 15-C. Show the Specified Strength (fc'), the required Average Strength (fcr), and the compressive strength versus date of Sample.

E. Equipment: Certify at least…