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Concrete Equipment Pads

Rev8
IssuedAug 29, 2026
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1 Scope

NOTE This standard covers the geometry, substrate attachment, reinforcement method, equipment anchorage, cast-in provisions, finish, tolerances, and acceptance verification of cast-in-place concrete equipment pads and housekeeping pads. (1.1)
NOTE An equipment pad is a small volume of concrete carrying a disproportionate amount of risk. The cost of a defective pad is not the cost of the concrete; it is the cost of the equipment that cannot be set on it. An anchor group cast an inch out of pattern, a pad an inch too low for the conduit bend radius, or a missing grounding stub is discovered when a crane and a delivered machine are already on site, and the correction runs through demolition, re-procurement of anchors, and a second delivery. The requirements that follow are ordered around the two moments at which that outcome can still be prevented: before concrete is placed, and before the equipment is released to the pad. (1.2)
NOTE The work of the following standards applies to equipment pads and is not restated here. (1.3)
  • Concrete constituent materials, mixture proportioning and qualification, delivery, placement, consolidation, field testing, and strength acceptance - Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete.
  • Formwork design, form materials, chamfer and rustication strips, release agents, and stripping - Concrete FormworkConcrete Formwork and AccessoriesResolves to the current adopted revision.sync/concrete-formwork.
  • Reinforcing bar and welded wire supply, fabrication, support, splicing, and concrete cover - Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement.
  • Curing methods and duration, finishing operations, and surface-defect acceptance - Concrete Curing And FinishingConcrete Curing and FinishingResolves to the current adopted revision.sync/concrete-curing-and-finishing.
  • Joint filler and sealant materials, joint preparation, and waterstops - Concrete Joints And WaterstopsConcrete Construction Joints and WaterstopsResolves to the current adopted revision.sync/concrete-joints-and-waterstops.
  • Anchor rod grades, fabrication, threading, coatings, and delivery - Structural Steel Anchor BoltsAnchor Rods and Embedded SteelResolves to the current adopted revision.sync/structural-steel-anchor-bolts.
  • Post-installed anchor qualification, installer certification, hole drilling and cleaning, and proof loading - Post Installed AnchorsPost-Installed Concrete and Masonry AnchorsResolves to the current adopted revision.sync/post-installed-anchors.
  • Non-shrink grout materials and the execution of a grouted bearing interface - Non Shrink GroutNon-Shrink GroutResolves to the current adopted revision.sync/non-shrink-grout and Grouted Base PlatesGrouted Column Base Plates and Bearing PlatesResolves to the current adopted revision.sync/grouted-base-plates.
  • Vibration isolator selection, inertia bases, and seismic restraint of the supported equipment - Vibration Isolation And Seismic RestraintVibration Isolation and Seismic RestraintResolves to the current adopted revision.sync/vibration-isolation-and-seismic-restraint.
  • Subgrade preparation and the aggregate base course beneath a pad on grade - EarthworkEarthworkResolves to the current adopted revision.sync/earthwork and Aggregate Base CourseAggregate Base CourseResolves to the current adopted revision.sync/aggregate-base-course.
NOTE The structural design of the pad - its thickness, its reinforcement, its plan extent, and the anchorage capacity it develops - is performed by the Engineer of Record and recorded on the contract documents. This standard states how that design is executed and verified; it does not produce it, and no value in it substitutes for a project-specific design. (1.4)
1.5 Pads shall comply with Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete except as modified by this standard.
1.6 Where this standard and a standard it references conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
1.7 The Contractor shall not reduce pad thickness, reduce reinforcement, reduce plan dimensions, or reduce anchor embedment from the values shown on the contract documents without the written approval of the Engineer of Record.

2 Referenced Standards

2.1 Materials, fabrication, installation, and testing shall comply with the latest adopted edition of each of the following unless a specific edition is cited.
2.2 Where the contract documents, the adopted building code, or a referenced standard conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.
Standard Title
ACI 117 Specification for Tolerances for Concrete Construction and Materials
ACI 301 Specifications for Concrete Construction
ACI 318 Building Code Requirements for Structural Concrete and Commentary
ACI 351.1R Report on Grouting Between Foundations and Bases for Support of Equipment and Machinery
ACI 351.2R Report on Foundations for Static Equipment
ACI 351.3R Report on Foundations for Dynamic Equipment
ASCE/SEI 7 Minimum Design Loads and Associated Criteria for Buildings and Other Structures
ASTM A615/A615M Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement
ASTM A706/A706M Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement
ASTM A1064/A1064M Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete
ASTM C881/C881M Epoxy-Resin-Base Bonding Systems for Concrete
ASTM C1116/C1116M Fiber-Reinforced Concrete
ASTM F1554 Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
ICRI 310.2R Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair
IEEE 80 Guide for Safety in AC Substation Grounding
IEEE C57.12.28 Pad-Mounted Equipment - Enclosure Integrity
ICC IBC International Building Code
NFPA 70 National Electrical Code

3 Submittals

3.1 Action Submittals

3.1.1 The Contractor shall submit the following for review and acceptance before anchors are procured, before reinforcement is fabricated, and before concrete is placed in any pad:
  • Pad layout drawing for each pad type, showing plan dimensions, thickness, finished top-of-pad elevation, and the pad's relation to the building grid or to site control
  • Anchorage setting drawing for each pad, developed from the reconciled anchorage pattern and showing anchor type, diameter, embedment, projection, pattern dimensions, pattern orientation, and the setting template or jig
  • Reinforcement placing drawings for the pads, including bar designations, spacing, arrangement through the thickness, cover, and the detailing of bars around anchors and embedded items
  • Layout of every item cast into the pad, including raceway stub-ups, grounding conductors, sleeves, troughs, bearing plates, and drainage openings
  • Interface details where the pad is attached to existing or adjacent concrete, including surface preparation method, target surface profile, bonding agent, and dowel size, embedment, and layout
  • Mixture class designation for the pad concrete and the exposure classes the mixture satisfies
  • Product data for the grout, bonding agent, and containment materials used in the pad work
  • Containment details where the supported equipment contains a regulated liquid
Action Submittals Requiredcheckbox
☑ Pad layout drawing for each pad type
☑ Anchorage setting drawing for each pad
☑ Reinforcement placing drawings
☑ Layout of items cast into the pad
☐ Interface and dowel details at attachment to existing concrete
☑ Mixture class designation and exposure classes for pad concrete
☐ Grout, bonding agent, and containment product data
☐ Liquid containment details
3.1.2 Concrete shall not be placed in a pad until the submittals covering that pad have been reviewed and returned.

3.2 Informational Submittals

3.2.1 The Contractor shall submit the following before the first pad is formed:
  • The equipment manufacturer's certified anchorage drawing for the ordered equipment, identifying the equipment tag and the accessory configuration it applies to
  • Evaluation report and published installation instructions for each post-installed anchor system proposed for the pad work
  • Certification of each installer for the post-installed anchor systems that require certified installation
  • Qualifications of the party that will perform the anchorage pattern verification
Informational Submittals Requiredcheckbox
☑ Certified anchorage drawing for the ordered equipment
☑ Evaluation report and installation instructions for post-installed anchors
☐ Installer certification for post-installed anchor systems
☑ Qualifications of the party verifying the anchorage pattern

3.3 Closeout Submittals

3.3.1 The Contractor shall submit the following before the pad work is accepted:
  • As-built record for each pad giving plan dimensions, finished top-of-pad elevation, and the as-set anchorage pattern measured center to center between adjacent anchors
  • Verification record made before concrete was placed in each pad
  • Verification record made before the equipment was released to each pad
  • Strength test results for the pad concrete, indexed to the pads each placement served
  • Installation and proof-test records for the post-installed anchors and dowels in the pad work
  • Record of every anchorage or embedment deviation reported to the Engineer of Record and the disposition directed for it
Closeout Submittals Requiredcheckbox
☑ As-built dimensions, elevation, and as-set anchorage pattern for each pad
☑ Verification record made before concrete placement
☑ Verification record made before equipment release
☑ Strength test results indexed to each pad
☐ Post-installed anchor and dowel installation and proof-test records
☑ Deviation reports and directed dispositions

4 Quality Assurance

4.1 Special Inspection of Pad Anchorage

NOTE Anchorage to concrete is one of the few operations whose quality cannot be confirmed after the fact. A cast-in anchor disappears into the pour and a post-installed anchor into a hole nobody can see down; the installation itself is therefore the inspected article rather than the finished product. (4.1.1)
4.1.2 Special inspection of the pad work shall be performed as set out in the project Statement of Special Inspections and in ICC IBC Chapter 17.
4.1.3 The inspection tasks applicable to pad anchorage shall be as indicated in the datasheet.
Special Inspection of Pad Anchoragecheckbox
☐ Periodic inspection of cast-in anchor placement before concrete is placed
☐ Continuous inspection of adhesive anchor installation
☐ Periodic inspection of mechanical post-installed anchor installation
☐ Verification survey of the anchorage pattern before concrete is placed
☐ Verification survey of the anchorage pattern after the concrete has set
☐ Proof loading of a sample of the post-installed anchors
☐ No special inspection of pad anchorage required

4.2 Anchorage Pattern Verification

4.2.1 The as-set anchorage pattern shall be verified against the reconciled anchorage pattern dimensions before concrete is placed and again after the forms are stripped.
4.2.2 The verification shall be performed by the party indicated in the datasheet.
Party Performing the Anchorage Pattern Verificationradio
○ Contractor's field engineer
○ Independent registered land surveyor engaged by the Contractor
○ Special Inspector
○ Field representative of the equipment supplier
4.2.3 The party performing the verification shall record the measured pattern dimensions, the measured projections, and the measured orientation of the pattern relative to the control shown on the contract documents.

4.3 Pre-Placement Conference

4.3.1 A conference shall be held before the first equipment pad is formed.
4.3.2 The conference shall be attended by the Contractor's superintendent, the concrete subcontractor, the equipment installer, the electrical subcontractor where raceways or grounding conductors are cast into any pad, and the Engineer of Record.
4.3.3 The conference agenda shall cover the reconciled anchorage patterns, the setting method for the anchors, the layout of items cast into the pads, the relation of each finished top-of-pad elevation to the surrounding floor or grade, the strength the pad must attain before equipment is set, and the sequence by which each pad is verified and released.

5 Coordination With the Supported Equipment

5.1 Source of the Anchorage Pattern

NOTE A published catalog footprint describes a model family. The ordered machine is a member of that family carrying a specific sub-base, enclosure, isolator set, and shipping split, and those accessories move anchor positions. Where the pattern used to set anchors and the pattern on the delivered equipment come from different documents, the discrepancy surfaces at the moment the machine is lowered onto the pad. (5.1.1)
5.1.2 The anchorage pattern dimensions used to set the anchors shall be taken from the source indicated in the datasheet.
Source of the Anchorage Pattern Dimensionsradio
● Certified anchorage drawing issued by the equipment manufacturer for the ordered equipment
○ Published catalog anchorage drawing for the equipment model and accessory configuration
○ Basis-of-design anchorage dimensions carried on the contract documents
○ Field measurement of the delivered equipment before the pad is formed
5.1.3 The Contractor shall reconcile the anchorage pattern against the equipment manufacturer's certified anchorage drawing for the ordered equipment before concrete is placed, whatever source the pattern was developed from.
5.1.4 Unless the datasheet designates a source other than the certified anchorage drawing, no pad shall be formed until the equipment manufacturer and model have been confirmed, the equipment has been released for fabrication, and the certified anchorage drawing has been received and reviewed.
5.1.5 Where the reconciliation discloses a difference between the pattern used for the setting drawing and the certified anchorage drawing, the Contractor shall notify the Engineer of Record and shall not place concrete until the difference is resolved in writing.

5.2 Sources of Anchorage Pattern Error

NOTE The differences that most often move an anchor pattern between design and delivery are these. (5.2.1)
  • A non-standard skid, base, or sub-base furnished with the ordered machine
  • Accessories that change the footprint, such as a sub-base fuel tank, an integral vibration isolation rail, or a weather enclosure
  • Equipment shipped in splits that are recombined on site, where the assembled length differs from the length assumed in design
  • Field-assembled lineups whose as-built length depends on the section count actually ordered
  • Pad-mounted transformer base dimensions, which differ between utility-owned and owner-owned units at the same rating
  • Patterns dimensioned in metric units on equipment from an international manufacturer and converted for the setting drawing
5.2.2 The Contractor's verification before concrete is placed shall address each of the conditions listed above that applies to the equipment the pad supports.

5.3 Anchor Setting Method

NOTE An anchor group holds its pattern only as well as whatever holds it during the pour. Fresh concrete around a vibrator moves anything not restrained, and a pattern that was correct when the forms were closed is not evidence that it was correct when the concrete set. (5.3.1)
5.3.2 Anchors cast into the pad shall be positioned and held by the method indicated in the datasheet.
Anchor Setting Methodradio
○ Steel plate template spanning the anchor group
○ Plywood or composite panel template spanning the anchor group
○ Template furnished with the equipment
○ Proprietary adjustable anchor setting jig
○ Individually braced anchors positioned by survey
5.3.3 The template or jig shall be fabricated to the reconciled anchorage pattern dimensions and shall not be laid out in the field from nominal dimensions.
5.3.4 The template or jig shall hold every anchor within the plumb and projection tolerances of this standard through placement and consolidation.
5.3.5 The template or jig shall remain in place until the concrete supports the anchors without it.

6 Pad Geometry

6.1 Pad Plan Dimensions

6.1.1 Pad plan dimensions shall be as shown at equipment pad plan.
6.1.2 The pad shall project beyond the perimeter of the equipment base by not less than the projection indicated in the datasheet.
Minimum Pad Projection Beyond the Equipment Base Perimeterrange
in
036
NOTE The projection that governs is the largest of several unrelated demands: the edge distance the anchors need to develop concrete breakout capacity under ACI 318 Chapter 17, the footing needed by service personnel working around the machine, the swing of access doors and removable panels, the bending radius of the conductors entering at the stub-ups, and any working space that is provided on the pad rather than beside it. A projection of zero puts the equipment base flush with the pad edge, which is buildable where the anchorage develops its capacity without edge reinforcement and where service access is provided on the surrounding surface. (6.1.3)
6.1.4 Where the pad is dimensioned on the contract documents, the Contractor shall not reduce those dimensions to suit a smaller delivered footprint without the written approval of the Engineer of Record.

6.2 Working Space at Electrical Equipment

NOTE NFPA 70 Article 110 fixes the depth, width, and height of the working space at electrical equipment likely to be examined or serviced while energized, and that space has to sit on a surface a person can stand on. Whether the pad provides it or the surrounding floor or paving does changes the pad's plan size, and it changes where curbs, fences, bollards, and landscaping can be placed around it. (6.2.1)
6.2.2 Where the pad supports electrical equipment for which NFPA 70 Article 110 requires working space, the surface providing that working space shall be as indicated in the datasheet.
Surface Providing the Working Space at Electrical Equipmentradio
○ The pad itself
○ The adjacent finished floor or paving outside the pad
○ The pad together with the adjacent finished floor or paving
○ Not applicable, because no equipment on the pad requires working space
6.2.3 The surface providing the working space shall be finished level and shall be clear of the obstructions prohibited by NFPA 70 Article 110 over the full depth, width, and height that Article requires.

6.3 Pad Thickness

NOTE Thickness is the parameter that quietly governs the anchorage. It fixes the depth available for embedment, it fixes the height of the breakout cone the anchor can develop, and it fixes the stiffness with which the pad resists the equipment's operating loads. A pad thinned to save concrete cannot be compensated for anywhere else. (6.3.1)
6.3.2 Pad thickness shall be as indicated in the datasheet.
Pad Thicknessrange
in
236
Per drawings — the equipment pad schedule or details on the structural drawings (deferred by default)
6.3.3 The Contractor shall not reduce pad thickness to accommodate a shorter anchor without the written approval of the Engineer of Record and a revised anchorage calculation.

6.4 Pad Height Above the Supporting Surface

NOTE Height above the surrounding surface is what a pad buys that a painted outline on the floor does not. It lifts the equipment base clear of washdown, spills, and standing water; it gives the raceways entering from below the vertical run their bending radius needs; it keeps snowmelt and surface runoff from reaching the base at an exterior installation; and it gives the housekeeping crew an edge to work to. (6.4.1)
6.4.2 For a pad bearing on an interior finished floor, the height of the finished pad surface above that floor shall be as indicated in the datasheet.
Pad Height Above the Finished Floorrange
in
11.52346812
6.4.3 For a pad bearing on grade or on exterior paving, the height of the finished pad surface above the adjacent finished grade or paving shall be as indicated in the datasheet.
Pad Height Above Adjacent Exterior Grade or Pavingrange
in
2346812182436
NOTE Exterior height is driven by conditions the template cannot know: the depth of snow that accumulates and drifts against the equipment, the design flood elevation where one applies, the depth of surface flow across the yard in a design storm, and the height of any curb or bollard line the pad has to clear. Where the pad sits flush with surrounding paving, the surrounding paving carries the drainage that the pad height would otherwise provide. (6.4.4)
6.4.5 Finished grade and paving adjacent to an exterior pad shall be graded to drain away from the pad.

6.5 Pad Edge Treatment

NOTE The arris where the top surface meets a formed face is the part of a pad that gets damaged. It takes the impact from carts, hand trucks, snow shovels, and dropped tools, and at an exterior pad it is where freeze-thaw scaling and de-icing chemical attack begin. (6.5.1)
6.5.2 The treatment at the exposed edges and corners of the pad shall be as indicated in the datasheet.
Pad Edge Treatmentselect
Formed chamfer at exposed edges and corners
Tooled radius at exposed edges and corners
Square formed edge
NOTE Removing the arris, by chamfer or by tooled radius, removes the feature that chips and gives the concrete a thicker section at the corner; keeping it square preserves the full top-surface width out to the formed face, which matters where an equipment skirt, enclosure base, or containment curb lands at the pad edge. (6.5.3)
6.5.4 Where a formed chamfer is indicated, the chamfer leg shall be as indicated in the datasheet.
Chamfer Leg Dimensionrange
in
0.250.50.7511.52
6.5.5 Chamfer and rustication strips shall be furnished and installed in accordance with Concrete FormworkConcrete Formwork and AccessoriesResolves to the current adopted revision.sync/concrete-formwork.

7 Pad Support and Attachment

7.1 Pads Bearing on Grade

7.1.1 The subgrade beneath a pad bearing on grade shall be prepared in accordance with EarthworkEarthworkResolves to the current adopted revision.sync/earthwork.
7.1.2 The aggregate base course beneath the pad shall be furnished, placed, and compacted in accordance with Aggregate Base CourseAggregate Base CourseResolves to the current adopted revision.sync/aggregate-base-course, to the thickness indicated in the datasheet.
Aggregate Base Course Thickness Beneath the Padrange
in
024
Per drawings — the geotechnical report or the foundation plan (deferred by default)
NOTE A base course buys three things at once: uniform bearing across a small footprint where a soft spot would otherwise tilt the whole pad, a capillary break between the subgrade and the concrete, and a working platform that survives being walked on while the anchors are set. A thickness of zero places the pad directly on prepared subgrade, which the geotechnical engineer permits for some soils and equipment loads. (7.1.3)
7.1.4 The base course shall be compacted to the density required by Aggregate Base CourseAggregate Base CourseResolves to the current adopted revision.sync/aggregate-base-course before pad forms are set.
7.1.5 The base course shall be moist and free of standing water, ice, snow, and frozen material at the time concrete is placed.

7.2 Pads Bearing on Concrete

NOTE A pad cast on hardened concrete is a second placement against a first, and the decision that governs its behavior is how the two are joined. Joined rigidly, the pad and the slab act together and share load, and every movement of the slab is transmitted through the interface. Left free, the pad moves independently, and the interface becomes a crack that was deliberately located instead of one that appeared. Between those, the interface can transfer shear without developing tension, or develop tension without being bonded. (7.2.1)
7.2.2 The treatment at the interface between the pad and the supporting concrete shall be as indicated in the datasheet.
Interface Treatment Between the Pad and the Supporting Concreteradio
○ Cast monolithically with the supporting concrete
○ Bonded to the prepared surface of the hardened supporting concrete
○ Placed in direct contact on an unprepared surface without a bonded interface
○ Isolated from the supporting concrete by a full-depth bond breaker or isolation layer
7.2.3 The mechanical connection between the pad and the supporting concrete shall be as indicated in the datasheet.
Mechanical Connection Between the Pad and the Supporting Concreteradio
○ No mechanical connection
○ Smooth dowels set into the supporting concrete
○ Deformed reinforcing bars set into the supporting concrete and developed into the pad
○ Post-installed anchors through the pad into the supporting concrete
NOTE A smooth dowel transfers shear across the interface while permitting the two placements to move apart along the dowel axis. A deformed bar develops tension and ties them together. Post-installed anchors clamp the pad down without developing the interface itself, which is what an equipment pad needs where uplift on the anchor group governs and the pad is otherwise free to shrink. (7.2.4)
7.2.5 Dowels, reinforcing bars, and anchors set into hardened concrete shall be installed in accordance with Post Installed AnchorsPost-Installed Concrete and Masonry AnchorsResolves to the current adopted revision.sync/post-installed-anchors.
7.2.6 The Contractor shall locate existing reinforcement, post-tensioning tendons, and embedded raceways in the supporting concrete before drilling.
7.2.7 The Contractor shall not cut existing reinforcement, a post-tensioning tendon, or an embedded raceway.
7.2.8 Where a hole cannot be drilled to the indicated location without cutting existing reinforcement, a tendon, or an embedded raceway, the Contractor shall stop and obtain the Engineer of Record's written direction before relocating the hole.
7.2.9 Dowel and bar layout at the interface shall be as shown at pad interface dowel layout.
7.2.10 The designation of the dowels or bars set into the supporting concrete shall be as indicated in the datasheet.
Dowel or Reinforcing Bar Designation at the Pad Interfacerange
38
Per drawings — the pad details on the structural drawings (deferred by default)
7.2.11 The embedment of the dowels or bars into the supporting concrete shall be as indicated in the datasheet.
Dowel or Reinforcing Bar Embedment Into the Supporting Concreterange
in
218
Per drawings — the pad details on the structural drawings (deferred by default)

7.3 Substrate Preparation at a Bonded Interface

NOTE Bond is made by mechanical interlock into a roughened, sound, clean surface, not by an adhesive layer. A profile that exposes the coarse aggregate gives the new concrete something to key into; laitance, curing compound, sealer, and oil sit between the two placements and prevent it, and a bonding agent applied over any of them bonds to the contaminant. (7.3.1)
7.3.2 Where the interface is bonded, the surface of the supporting concrete shall be prepared by the method indicated in the datasheet.
Surface Preparation Method at a Bonded Interfaceselect
Mechanical scarification
Shot blasting
Abrasive blasting
High-pressure water jetting
Chipping with hand-held tools
Needle scaling
Grinding
7.3.3 The prepared surface shall achieve not less than the concrete surface profile indicated in the datasheet, evaluated against the ICRI 310.2R concrete surface profile replicas.
Minimum Concrete Surface Profile at the Bonded Interfacerange
ICRI CSP
110
7.3.4 Laitance, curing compound, sealer, coating, oil, grease, and loose or unsound material shall be removed from the prepared surface.
7.3.5 Concrete loosened or microcracked by the preparation method shall be removed until sound concrete is exposed.
7.3.6 The bonding agent at the interface shall be as indicated in the datasheet.
Bonding Agent at the Bonded Interfaceradio
○ Neat portland cement and water slurry scrubbed into the prepared surface
○ Latex- or polymer-modified cement bonding slurry
○ Epoxy bonding agent conforming to ASTM C881/C881M
○ No bonding agent, with the prepared surface brought to a saturated surface-dry condition
7.3.7 Where a bonding agent is used, concrete shall be placed within the open time published by the bonding agent manufacturer for the temperature and humidity at the time of placement.
NOTE A bonding agent allowed to skin over or dry before the concrete reaches it becomes a bond breaker, so the open time is the operative limit rather than the coverage rate. (7.3.8)

8 Pad Concrete

8.1 Pad concrete shall be furnished, delivered, placed, consolidated, tested, and accepted in accordance with Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete.
8.2 The exposure classes for the pad concrete shall be assigned by the Engineer of Record in accordance with Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete for the conditions the pad meets in service.
NOTE A pad is exposed to its own environment, not to the environment of the structure it is priced with. An exterior generator pad on a project whose structural concrete is entirely interior meets freezing, thawing, and de-icing chemicals that no other placement on the job sees, and a pad concrete assigned the project's interior exposure classes will scale at the edges within a few winters. (8.3)
8.4 The specified compressive strength for the pad concrete shall be as indicated in the datasheet.
Specified Compressive Strength - Pad Concreterange
psi
25003000350040004500500060008000
Per drawings — the concrete mixture schedule on the structural drawings (deferred by default)
8.5 The nominal maximum coarse aggregate size for the pad concrete shall satisfy the section-dimension and bar-spacing limits of Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete evaluated at the most congested location in the pad.
NOTE The most congested location in an equipment pad is almost always inside the anchor group, where the reinforcing mat, the anchors, the template bracing, and the raceway stub-ups occupy the same few square feet. Aggregate sized against the pad's average congestion bridges there. (8.6)
8.7 Each pad shall be placed monolithically, without a construction joint or a cold joint within the pad.
NOTE A joint through a pad puts a plane of reduced shear transfer somewhere in the volume of concrete that resists anchor breakout and carries the equipment's operating loads, and its location is determined by where the trucks ran out rather than by where the design can tolerate it. (8.8)
8.9 Where a pad placement is interrupted long enough that the concrete already in the forms reaches initial set, the Contractor shall notify the Engineer of Record, who shall direct in writing either removal and replacement of the pad or another disposition.

9 Pad Reinforcement

9.1 Reinforcement shall be furnished, fabricated, supported, spliced, and placed in accordance with Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement.
NOTE Reinforcement in an equipment pad does two separate jobs. It controls the width of the shrinkage and thermal cracks that a small, thin, highly restrained placement will develop, and where the anchorage design calls for it, it acts as supplementary reinforcement that carries the breakout load an anchor sheds into the concrete. A pad can need the first without the second, and the two are satisfied by different details. (9.2)
9.3 The reinforcement method for the pads shall be as indicated in the datasheet.
Pad Reinforcement Methodradio
○ Deformed reinforcing bar mat
○ Welded wire reinforcement
○ Steel fiber reinforcement
○ Synthetic macrofiber reinforcement
○ Plain concrete without reinforcement
NOTE Bars and welded wire hold a crack closed across a defined plane and can be detailed and developed to carry a specific force. Fibers are distributed through the section and limit crack width without a defined location or a development length, so they answer the shrinkage-control job and not the supplementary-reinforcement job. Plain concrete answers neither and relies on the concrete's own tensile capacity, which is what a small unrestrained pad carrying a light machine has always relied on. (9.4)
9.5 Where the anchorage design relies on supplementary reinforcement under ACI 318 Chapter 17, the pad shall be reinforced with deformed bars detailed and developed to carry the anchor forces.
9.6 Reinforcing bars shall conform to ASTM A615/A615M or ASTM A706/A706M, and welded wire reinforcement shall conform to ASTM A1064/A1064M.
9.7 Fiber-reinforced concrete shall conform to ASTM C1116/C1116M.
9.8 The arrangement of the reinforcement through the pad thickness shall be as indicated in the datasheet.
Reinforcement Arrangement Through the Pad Thicknessradio
○ Single layer at mid-depth
○ Single layer near the bottom of the pad
○ Single layer near the top of the pad
○ Two layers, one near the top and one near the bottom
9.9 The designation of the reinforcing bars in the pad shall be as indicated in the datasheet.
Reinforcing Bar Designationrange
38
Per drawings — the pad details on the structural drawings (deferred by default)
9.10 The spacing of the reinforcing bars or welded wire in each direction shall be as indicated in the datasheet.
Reinforcing Bar or Welded Wire Spacing Each Wayrange
in
324
Per drawings — the pad details on the structural drawings (deferred by default)
9.11 Where fiber reinforcement is indicated, the dosage rate shall be as indicated in the datasheet.
Fiber Dosage Raterange
lb/yd³
1100
NOTE Steel fibers and synthetic macrofibers occupy different parts of that dosage range for the same crack-control effect, because the two materials differ by roughly an order of magnitude in density and in the fiber count delivered per unit mass. (9.12)
9.13 Concrete cover over the reinforcement shall be as required by ACI 318 for the exposure of each pad surface and for the condition against which the pad is cast, and shall be maintained in accordance with Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement.
9.14 Bar supports in a pad assigned a freezing-and-thawing or a chloride exposure class shall not present bare steel at the finished surface.
9.15 Where a reinforcing bar conflicts with an anchor, a dowel, or an item cast into the pad, the bar shall be relocated, or terminated and replaced with bars splayed around the obstruction and spliced in accordance with Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement.
9.16 Reinforcement shall not be omitted at a conflict.

10 Equipment Anchorage

10.1 Anchor Type

NOTE Anchorage to an equipment pad divides into two families with opposite risk profiles. A cast-in anchor develops its capacity through a head, a hook, or a plate bearing on concrete that closes around it, and it has to be positioned before anyone can confirm the pattern against the machine. A post-installed anchor is set after the pad exists and can be laid out against the delivered equipment, and its capacity depends on hole geometry, hole cleaning, and an installation that qualified under a specific evaluation report. (10.1.1)
10.1.2 The type of anchorage securing the equipment to the pad shall be as indicated in the datasheet.
Equipment Anchor Typeselect
Cast-in headed anchor rods
Cast-in hooked anchor rods
Cast-in threaded rods with a plate washer and nut at the embedded end
Cast-in anchor channels
Post-installed adhesive anchors
Post-installed torque-controlled expansion anchors
Post-installed displacement-controlled expansion anchors
Post-installed undercut anchors
Post-installed concrete screw anchors
No anchorage, with the equipment restrained by its own weight
10.1.3 Cast-in anchor rods shall conform to ASTM F1554 and to Structural Steel Anchor BoltsAnchor Rods and Embedded SteelResolves to the current adopted revision.sync/structural-steel-anchor-bolts for grade, fabrication, threading, coating, and delivery.
10.1.4 Post-installed anchors shall conform to Post Installed AnchorsPost-Installed Concrete and Masonry AnchorsResolves to the current adopted revision.sync/post-installed-anchors for anchor qualification, installer certification, hole drilling and cleaning, setting, and proof loading.
10.1.5 Where the supported equipment is a designated seismic system under ASCE/SEI 7 Chapter 13, the anchors shall be qualified for seismic loading in cracked concrete.
10.1.6 Anchorage of vibration isolators, restrained isolators, snubbers, and seismic restraints to the pad shall conform to Vibration Isolation And Seismic RestraintVibration Isolation and Seismic RestraintResolves to the current adopted revision.sync/vibration-isolation-and-seismic-restraint.
10.1.7 Where the supported equipment imparts cyclic or impact loads to the pad, the foundation design considerations of ACI 351.3R apply in addition to the static considerations of ACI 351.2R, and the Engineer of Record shall confirm the anchorage is designed for the resulting fatigue and loosening demands.

10.2 Anchor Size, Embedment, and Projection

10.2.1 The diameter of the equipment anchors shall be as indicated in the datasheet.
Anchor Diameterrange
in
0.250.3750.50.6250.750.87511.251.51.7522.5
Per drawings — the equipment manufacturer's certified anchorage drawing (deferred by default)
10.2.2 The embedment depth of the equipment anchors shall be as indicated in the datasheet.
Anchor Embedment Depthrange
in
236
Per drawings — the equipment manufacturer's certified anchorage drawing (deferred by default)
10.2.3 The embedment shall be the greater of the depth shown on the equipment manufacturer's certified anchorage drawing and the depth determined by the Engineer of Record under ACI 318 Chapter 17 for the design loads.
10.2.4 The projection of each anchor above the finished pad surface shall be as indicated in the datasheet.
Anchor Projection Above the Finished Pad Surfacerange
in
012
Per drawings — the equipment manufacturer's certified anchorage drawing (deferred by default)
NOTE The projection has to stack up out of parts that are decided by different parties. (10.2.5)
  • The thickness of the equipment base, rail, or mounting foot
  • The depth of the grout bed where one is provided
  • The travel of the leveling nut where the equipment is leveled on its anchors
  • The thickness of the washers and of the top nut
  • The thread engagement remaining beyond the top nut after the equipment is set
10.2.6 The Contractor shall not cut, heat, bend, or weld an anchor to correct a projection or a pattern deviation without written direction from the Engineer of Record.

10.3 Anchor Edge Distance and Spacing

10.3.1 Anchor edge distance, anchor spacing, and pad dimensions shall satisfy the concrete breakout provisions of ACI 318 Chapter 17 for the design loads.
NOTE An anchor in tension sheds its load into a cone of concrete spreading outward and upward from its embedded end. Where the pad edge cuts that cone off, the capacity drops in proportion to the volume removed, which is why a pad sized to the equipment footprint alone can fail an edge distance check that the anchor itself passes comfortably in a larger element. (10.3.2)
10.3.3 Where the edge distance or spacing available at the pad is less than the anchorage design requires, the Contractor shall notify the Engineer of Record before concrete is placed.

10.4 Anchor Thread Protection

10.4.1 Anchor threads projecting above the pad shall be protected from concrete, corrosion, and mechanical damage from the time of placement until the equipment is set.
10.4.2 Threads fouled with concrete, corroded, or mechanically damaged shall be cleaned or repaired and shall then be verified by running a nut over the full projected length by hand.
10.4.3 The cost of cleaning, repairing, or replacing anchors damaged after placement shall be borne by the Contractor, except where the damage is caused by an act of the Owner or by a change directed in writing.

11 Items Cast Into the Pad

11.1 Every item to be cast into a pad shall be set, supported, and secured against displacement before concrete is placed.
11.2 The Contractor shall not core or cut a placed pad to add an omitted item without written direction from the Engineer of Record.
NOTE A core drilled into a finished pad has no way to avoid what it cannot see. In the congested volume inside an anchor group it will usually find either the reinforcing mat or the embedded length of an anchor, and cutting either one changes the capacity the pad was accepted on. (11.3)

11.4 Raceway Stub-Ups

11.4.1 Raceways entering the equipment through the pad shall conform to Raceways And ConduitRaceways and ConduitResolves to the current adopted revision.sync/raceways-and-conduit.
11.4.2 The termination of each raceway stub-up at the pad shall be as indicated in the datasheet.
Raceway Stub-Up Termination at the Padradio
○ Terminated flush with the finished pad surface
○ Stubbed above the finished pad surface
○ Terminated below the finished pad surface within a formed recess or trough
○ No raceways enter the equipment through the pad
11.4.3 Where stub-ups project above the finished pad surface, the projection shall be as indicated in the datasheet.
Raceway Stub-Up Projection Above the Finished Pad Surfacerange
in
024
Per drawings — the equipment manufacturer's cable entry detail (deferred by default)
11.4.4 Stub-ups shall be capped or plugged before concrete is placed and shall remain closed until the conductors are pulled.
11.4.5 Stub-ups shall be positioned clear of the equipment base, clear of the anchor group, and within the cable entry opening of the equipment they serve.
11.4.6 Stub-up positions shall allow the bending radius required by the largest conductor entering each raceway.
NOTE A clustered group of stub-ups has to land inside the equipment's cable entry opening as a group, not individually. A cluster that is correct on average and wrong at its outermost raceway leaves one conduit fouling the base, and the correction after the machine is set is to cut the conduit rather than to move it. (11.4.7)

11.5 Grounding Provisions at the Pad

11.5.1 Grounding and bonding at the pad shall conform to Grounding And BondingGrounding and Bonding for Electrical SystemsResolves to the current adopted revision.sync/grounding-and-bonding and to NFPA 70 Article 250.
11.5.2 Where the pad supports substation-class equipment, the grounding at the pad shall additionally satisfy the step and touch potential requirements developed under IEEE 80.
11.5.3 Where the pad supports pad-mounted equipment energized above 600 V, the pad opening and the equipment enclosure interface shall be coordinated with the enclosure integrity requirements of IEEE C57.12.28.
11.5.4 The grounding provisions cast into the pad shall be as indicated in the datasheet.
Grounding Provisions Cast Into the Padcheckbox
☐ Grounding electrode conductor stubbed through the pad
☐ Ground rods driven adjacent to the pad
☐ Ground ring conductor encircling the pad below grade with taps stubbed through the pad
☐ Pad reinforcement bonded and used as a concrete-encased electrode
☐ Grounding bushings and bonding jumpers at the raceway stub-ups
☐ No grounding provisions cast into the pad
11.5.5 Each grounding conductor stubbed through the pad shall be long enough to reach the equipment ground bus or ground pad without a splice.
11.5.6 Excess grounding conductor length shall be coiled clear of the cable termination space and clear of the equipment base.
11.5.7 Where the pad serves a separately derived system, the grounding electrode conductor connection cast into the pad shall be coordinated with the system bonding jumper location required by NFPA 70 Article 250.

11.6 Other Items Cast Into the Pad

11.6.1 The additional items cast into the pad shall be as indicated in the datasheet.
Additional Items Cast Into the Padcheckbox
☐ Cable pulling sleeves through the pad
☐ Formed cable trough with a removable cover
☐ Recessed cable pull section beneath the equipment
☐ Embedded steel bearing plates beneath the equipment base
☐ Threaded inserts for vibration isolator or seismic restraint attachment
☐ Lifting inserts
☐ Sleeves for piping penetrations
☐ Formed drainage opening through the pad
☐ No additional items cast into the pad
11.6.2 Embedded plates, sleeves, and inserts cast into the pad shall be furnished and set in accordance with Concrete AccessoriesConcrete Accessories and EmbedsResolves to the current adopted revision.sync/concrete-accessories.

12 Liquid Containment at the Pad

NOTE Equipment that holds a liquid whose release is regulated - a mineral-oil-filled transformer, a diesel day tank, a lubricating oil reservoir - turns its pad into the first line of containment, and the containment volume is set by the liquid volume and by the jurisdiction rather than by the equipment footprint. NFPA 70 Article 450 governs the arrangement for oil-insulated transformers. (12.1)
12.2 Where the supported equipment contains a liquid whose release is regulated, containment at the pad shall be as indicated in the datasheet.
Liquid Containment at the Padradio
○ No containment provided at the pad
○ Integral raised curb cast with the pad
○ Containment sump formed within the pad
○ Pad sloped to drain to a separate containment structure
○ Pad set within a containment basin furnished under another standard
12.3 The containment volume, curb height, and sump dimensions shall be as shown at equipment containment detail.
12.4 Where containment is formed in or on the pad, the pad concrete and any coating applied to it shall be compatible with the contained liquid.
12.5 The finished pad surface shall be free of depressions that pond water or contained liquid within the equipment footprint or within the anchor group.

13 Pad Surface Finish

13.1 Finishing and curing of pad surfaces shall be performed in accordance with Concrete Curing And FinishingConcrete Curing and FinishingResolves to the current adopted revision.sync/concrete-curing-and-finishing.
13.2 The finish on the top surface of the pad shall be as indicated in the datasheet.
Pad Top Surface Finishselect
Hard steel-troweled finish
Float finish
Broom finish
Screeded and bull-floated finish
NOTE The finish has to answer whatever sits on top of it. Where the equipment base bears directly on the concrete, a dense, closed surface gives uniform bearing and resists the point loads at the mounting feet. Where a grout bed follows, an open-textured surface develops grout bond, and a surface troweled to a low-permeability skin does not. Where the pad is walked on during service, a textured finish holds traction when the surface is wet or iced. (13.3)
13.4 Exposed formed faces of the pad shall be finished in accordance with Concrete Curing And FinishingConcrete Curing and FinishingResolves to the current adopted revision.sync/concrete-curing-and-finishing, with fins removed and tie holes filled.
13.5 Curing compound shall not be applied to a surface that will receive a grout bed, a coating, or a sealer unless the curing compound is demonstrated to be compatible with that subsequent application or is fully removed before it.

14 Grout Bed Beneath the Equipment Base

NOTE Machinery with a machined base or a specified alignment tolerance cannot bear uniformly on a finished concrete surface, so the base is leveled on shims or leveling nuts and the remaining space is filled with a grout that transfers load without shrinking away from the bearing surface. ACI 351.1R describes that load-transfer function and the conditions under which it is achieved. (14.1)
14.2 Whether a grout bed is provided between the equipment base and the pad shall be as indicated in the datasheet.
Grout Bed Beneath the Equipment Baseradio
○ No grout bed, with the equipment base bearing directly on the finished pad
○ Full-bearing cementitious non-shrink grout bed
○ Full-bearing epoxy grout bed
○ Grout placed beneath leveling plates and soleplates without a full-bearing bed
14.3 Where a grout bed is provided, the grout material shall conform to Non Shrink GroutNon-Shrink GroutResolves to the current adopted revision.sync/non-shrink-grout.
14.4 Where a grout bed is provided, the leveling, formwork, placement, curing, and acceptance of the grout shall conform to Grouted Base PlatesGrouted Column Base Plates and Bearing PlatesResolves to the current adopted revision.sync/grouted-base-plates.
14.5 Where a grout bed is provided, the anchor projection and the finished top-of-pad elevation shall account for the grout bed depth.

15 Isolation From Adjacent Construction

NOTE A pad and the flatwork around it are loaded differently, bear on different preparation, and change temperature at different rates. Tied rigidly together, that differential shows up as a crack at the interface, and the crack propagates into whichever placement is weaker rather than staying at the line between them. (15.1)
15.2 The treatment at the interface between the pad and adjacent slabs, paving, and building construction shall be as indicated in the datasheet.
Treatment at the Interface With Adjacent Flatworkradio
○ Full-depth isolation joint at every interface with adjacent flatwork
○ Full-depth isolation joint where the pad abuts building construction, with adjacent site flatwork cast against the pad
○ Adjacent flatwork cast against the pad without an isolation joint
○ Pad cast monolithically with the adjacent flatwork
○ No adjacent flatwork at the pad
15.3 Isolation joint filler, sealant, and joint preparation shall conform to Concrete Joints And WaterstopsConcrete Construction Joints and WaterstopsResolves to the current adopted revision.sync/concrete-joints-and-waterstops.
15.4 Where an isolation joint is indicated at an interface, the pad shall not be bonded, doweled, or otherwise tied to the adjacent construction at that interface.

16 Protection and Loading of the Pad

16.1 The pad shall be cured in accordance with Concrete Curing And FinishingConcrete Curing and FinishingResolves to the current adopted revision.sync/concrete-curing-and-finishing.
16.2 Equipment shall not be set on a pad until the pad concrete has attained the fraction of its specified compressive strength indicated in the datasheet, demonstrated by field-cured specimens taken from that placement or by the maturity method.
Minimum Fraction of Specified Compressive Strength Before Equipment Is Setrange
%
2550607075808590100
NOTE Loading a pad early concentrates the load at the mounting feet and at the anchors, which is exactly where the concrete is still gaining the tensile capacity that resists breakout and splitting. The cracking that follows radiates from the anchors and is not repairable by surface treatment. (16.3)
16.4 The pad shall be protected from construction traffic, from point loads, from staining, and from mechanical damage at its edges until the equipment is set.
16.5 The pad shall be protected from freezing until it has attained the strength required by Cast In Place ConcreteCast-in-Place ConcreteResolves to the current adopted revision.sync/cast-in-place-concrete for the protection period.

17 Tolerances

17.1 Pad Dimensional Tolerances

17.1.1 Dimensional tolerances not stated in this standard shall be as specified in ACI 117.
NOTE An equipment pad is held tighter than a slab of the same concrete because it is not a floor. It is a bearing surface and an anchorage element for a machine with specified mounting points, and every deviation is consumed by shims, leveling nuts, and base slotting that have finite travel. (17.1.2)
17.1.3 The plan dimensions of the pad shall be within the tolerance indicated in the datasheet.
Plan Dimension Tolerancerange
in
0.06250.1250.250.512
17.1.4 The finished top-of-pad elevation shall be within the tolerance indicated in the datasheet of the elevation shown on the contract documents.
Top-of-Pad Elevation Tolerancerange
in
0.1250.250.50.7512
17.1.5 The levelness of the finished top surface shall be within the tolerance indicated in the datasheet, measured with a 10 ft straightedge laid in any direction on the surface.
Top-of-Pad Levelness Tolerance Under a 10 ft Straightedgerange
in
0.06250.1250.18750.250.3750.5

17.2 Anchorage Tolerances

17.2.1 The as-set anchorage pattern shall be within the tolerance indicated in the datasheet, measured center to center between adjacent anchors.
Anchorage Pattern Tolerance Between Adjacent Anchorsrange
in
0.031250.06250.1250.18750.250.5
17.2.2 The as-set anchor projection shall be within the tolerance indicated in the datasheet of the projection indicated for that anchor.
Anchor Projection Tolerancerange
in
0.06250.1250.250.3750.51
17.2.3 The deviation of each anchor from plumb shall be within the tolerance indicated in the datasheet.
Anchor Deviation From Plumbrange
degrees
0.255
17.2.4 The pattern shall be measured against the reconciled anchorage pattern dimensions and shall not be measured against a field layout of nominal dimensions.
NOTE An anchor out of plumb still measures correctly at the pad surface while its embedded end has moved, so the plumb tolerance is what protects the embedment and edge distance the anchorage was designed on. It also determines whether a nut and washer bear flat on the equipment base. (17.2.5)

17.3 Resolution of Out-of-Tolerance Anchorage

17.3.1 Where the as-set anchorage exceeds a tolerance of this standard, the Contractor shall notify the Engineer of Record and shall not set the equipment on that pad until a disposition is issued in writing.
17.3.2 The Engineer of Record shall direct one of the following dispositions:
  • Acceptance of the anchorage as set, where the anchorage design tolerates the measured deviation
  • Reaming or slotting of the equipment base, with the written concurrence of the equipment manufacturer
  • Installation of replacement anchors designed for the condition, in accordance with Post Installed AnchorsPost-Installed Concrete and Masonry AnchorsResolves to the current adopted revision.sync/post-installed-anchors
  • Removal and replacement of the pad
17.3.3 The cost of correcting anchorage set outside tolerance shall be borne by the Contractor, except where the deviation is caused by an act of the Owner, by a change directed in writing, or by equipment information revised after the concrete was placed.

18 Verification Before Concrete Is Placed

18.1 Immediately before concrete is placed in a pad, the Contractor shall verify and record the items indicated in the datasheet for that pad.
Verification Required Before Concrete Is Placedcheckbox
☑ Anchorage pattern dimensions and pattern orientation match the reconciled anchorage drawing
☑ Anchor projections and embedments are correct and anchors are plumb
☑ Setting template or jig is secured against displacement
☑ Reinforcement is placed, supported, tied, and at the required cover
☑ Raceway stub-ups are positioned, braced, and closed
☐ Grounding conductors are positioned and protected
☐ Sleeves, troughs, inserts, and bearing plates are positioned and secured
☑ Forms are dimensionally correct, tight, braced, and treated with release agent
☑ Bearing surface is clean, sound, and in the required moisture condition
☐ Prepared bonded interface meets the required surface profile and the bonding agent is within its open time
18.2 Concrete shall not be placed until every deficiency found in the verification has been corrected.
18.3 The verification record shall identify the pad, the date, and the person who performed it.

19 Verification Before Equipment Is Set

19.1 Before the equipment is released for delivery to the pad, the Contractor shall verify and record the items indicated in the datasheet for that pad.
Verification Required Before Equipment Is Released to the Padcheckbox
☑ Pad concrete has attained the required fraction of its specified compressive strength
☑ As-set anchorage pattern is within tolerance of the reconciled anchorage drawing
☑ Anchor projections and plumb are within tolerance
☑ Anchor threads are clean, undamaged, and accept a nut over the full projection
☑ Plan dimensions, top-of-pad elevation, and levelness are within tolerance
☑ Raceway stub-ups and grounding conductors are present, clean, and correctly located
☐ Containment curb, sump, and drainage provisions are complete
☑ Pad is free of cracks, spalls, exposed reinforcement, and surface defects outside the acceptance criteria
19.2 The verification record shall be transmitted to the Engineer of Record before the equipment is released for delivery to the pad.
NOTE Everything this verification checks can be corrected while the pad is an isolated piece of work and the machine is still at the supplier. After delivery the same corrections run through demurrage, rigging, storage, demolition, and a second delivery, so the cost of finding a defect rises by orders of magnitude at a single, identifiable moment. (19.3)
19.4 Surface defects found during the verification shall be evaluated and repaired in accordance with Concrete Repair And RestorationConcrete Repair and RestorationResolves to the current adopted revision.sync/concrete-repair-and-restoration.
19.5 The Contractor shall not perform a structural repair to a pad, relocate an anchor, or inject a crack without written direction from the Engineer of Record.

20 Delivery, Storage, and Handling

20.1 Reinforcing bars and welded wire reinforcement shall be delivered, stored, and handled in accordance with Concrete ReinforcementConcrete ReinforcementResolves to the current adopted revision.sync/concrete-reinforcement.
20.2 Cast-in anchor rods shall be delivered, identified, stored, and handled in accordance with Structural Steel Anchor BoltsAnchor Rods and Embedded SteelResolves to the current adopted revision.sync/structural-steel-anchor-bolts, with thread protection remaining in place from delivery through installation.
20.3 Post-installed anchors and their adhesives shall be delivered, stored, and handled in accordance with Post Installed AnchorsPost-Installed Concrete and Masonry AnchorsResolves to the current adopted revision.sync/post-installed-anchors.
20.4 Grout shall be delivered, stored, and handled in accordance with Non Shrink GroutNon-Shrink GroutResolves to the current adopted revision.sync/non-shrink-grout.
20.5 Bonding agents, curing materials, and containment materials shall be stored within the temperature and humidity limits published by their manufacturers and shall be protected from freezing.
20.6 Material whose published shelf life has expired shall not be incorporated in the work.

21 Warranty

21.1 The Contractor shall warrant the pad work against defects in materials and workmanship for the period indicated in the datasheet, running from the date of substantial completion.
Installation Warranty Periodrange
years
123510
21.2 The warranty shall cover cracking beyond the acceptance criteria of Concrete Repair And RestorationConcrete Repair and RestorationResolves to the current adopted revision.sync/concrete-repair-and-restoration, surface spalling, displacement or loosening of anchors, loss of anchorage capacity, separation at a bonded interface, and settlement or heave of the pad.
21.3 The warranty shall not cover damage caused by equipment loads exceeding the design basis recorded on the contract documents, by vehicle or equipment impact, or by settlement of subgrade prepared under a scope other than the Contractor's.
21.4 Where a warranty repair is performed, the repaired work shall be warranted for the full original warranty period running from the date of the repair, or for the remainder of the original period, whichever ends later.
21.5 The Contractor shall bear the cost of a warranty repair, of removing and resetting equipment to gain access for it, and of restoring adjacent construction disturbed by it.
21.6 Material warranties for the anchors, grout, bonding agents, coatings, and repair materials incorporated in the pad work shall be assigned to the Owner and included in the closeout submittals.

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