Structural concrete shall be designed and constructed in accordance with the requirements of this chapter and ACI 318 as amended in Section 1905 of this code. Except for the provisions of Sections 1904 and 1907, the design and construction of slabs on grade shall not be governed by this chapter unless they transmit vertical loads or lateral forces from other parts of the structure to the soil.

1901.3 Anchoring to Concrete

Anchoring to concrete shall be in accordance with ACI 318 as amended in Section 1905, and applies to cast-in (headed bolts, headed studs and hooked J- or L-bolts), post-installed expansion (torque-controlled and displacement-controlled), undercut and adhesive anchors.

1901.4 Composite Structural Steel and Concrete Structures

Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Section 2206 of this code.

1901.5 Construction Documents

The construction documents for structural concrete construction shall include:

The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.
The specified strength or grade of reinforcement.
The size and location of structural elements, reinforcement and anchors.
Provision for dimensional changes resulting from creep, shrinkage and temperature.
The magnitude and location of prestressing forces.
Anchorage length of reinforcement and location and length of lap splices.
Type and location of mechanical and welded splices of reinforcement.
Details and location of contraction or isolation joints specified for plain concrete.
Minimum concrete compressive strength at time of posttensioning.
Stressing sequence for posttensioning tendons.
For structures assigned to Seismic Design Category D, E or F, a statement if slab on grade is designed as a structural diaphragm.

1901.6 Special Inspections and Tests

Reserved.

Section 1902 Definitions

1902.1 General

The words and terms defined in ACI 318 shall, for the purposes of this chapter and as used elsewhere in this code for concrete construction, have the meanings shown in ACI 318 as modified by Section 1905.1.1.

Section 1903 Specifications for Tests and Materials

1903.1 General

Materials used to produce concrete, concrete itself and testing thereof shall comply with the applicable standards listed in ACI 318.

Exception: The following standards as referenced in Chapter 35 shall be permitted to be used.

ASTM C150
ASTM C595
ASTM C1157

1903.2 Special Inspections

Where required, special inspections and tests shall be in accordance with Chapter 17.

1903.3 Glass Fiber-Reinforced Concrete

Glass fiber-reinforced concrete (GFRC) and the materials used in such concrete shall be in accordance with the PCI MNL 128 standard.

1903.4 Flat Wall Insulating Concrete Form (ICF) Systems

Insulating concrete form material used for forming flat concrete walls shall conform to ASTM E2634.

Section 1904 Durability Requirements

1904.1 Structural Concrete

Structural concrete shall conform to the durability requirements of ACI 318.

Exception: For Group R-2 and R-3 occupancies not more than three stories above grade plane, the specified compressive strength, f'_c, for concrete in basement walls, foundation walls, exterior walls and other vertical surfaces exposed to the weather shall be not less than 3,000 psi (20.7 MPa).

1904.2 Nonstructural Concrete

The registered design professional shall assign nonstructural concrete a freeze-thaw exposure class, as defined in ACI 318, based on the anticipated exposure of nonstructural concrete. Nonstructural concrete shall have a minimum specified compressive strength, f'_c, of 2,500 psi (17.2 MPa) for Class F0; 3,000 psi (20.7 MPa) for Class F1; and 3,500 psi (24.1 MPa) for Classes F2 and F3. Nonstructural concrete shall be air entrained in accordance with ACI 318.

Section 1905 Modifications to ACI 318

1905.1 General

The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.8.

1905.1.1 ACI 318, Section 2.3

Modify existing definitions and add the following definitions to ACI 318, Section 2.3.

DESIGN DISPLACEMENT. Total lateral displacement expected for the design-basis earthquake, as specified by Section 12.8.6 of ASCE 7.

DETAILED PLAIN CONCRETE STRUCTURAL WALL. A wall complying with the requirements of Chapter 14, including 14.6.2.

ORDINARY PRECAST STRUCTURAL WALL. A precast wall complying with the requirements of Chapters 1 through 13, 15, 16 and 19 through 26.

ORDINARY REINFORCED CONCRETE STRUCTURAL WALL. A cast-in-place wall complying with the requirements of Chapters 1 through 13, 15, 16 and 19 through 26.

ORDINARY STRUCTURAL PLAIN CONCRETE WALL. A wall complying with the requirements of Chapter 14, excluding 14.6.2.

SPECIAL STRUCTURAL WALL. A cast-in-place or precast wall complying with the requirements of 18.2.4 through 18.2.8, 18.10 and 18.11, as applicable, in addition to the requirements for ordinary reinforced concrete structural walls or ordinary precast structural walls, as applicable. Where ASCE 7 refers to a "special reinforced concrete structural wall," it shall be deemed to mean a "special structural wall."

1905.1.2 ACI 318, Section 18.2.1

Modify ACI 318 Sections 18.2.1.2 and 18.2.1.6 to read as follows:

18.2.1.2 — Structures assigned to Seismic Design Category A shall satisfy requirements of Chapters 1 through 17 and 19 through 26; Chapter 18 does not apply. Structures assigned to Seismic Design Category B, C, D, E or F also shall satisfy 18.2.1.3 through 18.2.1.7, as applicable. Except for structural elements of plain concrete complying with Section 1905.1.7 of the Florida Building Code, Building, structural elements of plain concrete are prohibited in structures assigned to Seismic Design Category C, D, E or F.

18.2.1.6 — Structural systems designated as part of the seismic force-resisting system shall be restricted to those permitted by ASCE 7. Except for Seismic Design Category A, for which Chapter 18 does not apply, the following provisions shall be satisfied for each structural system designated as part of the seismic force-resisting system, regardless of the seismic design category:

Ordinary moment frames shall satisfy 18.3.
Ordinary reinforced concrete structural walls and ordinary precast structural walls need not satisfy any provisions in Chapter 18.
Intermediate moment frames shall satisfy 18.4.
Intermediate precast structural walls shall satisfy 18.5.
Special moment frames shall satisfy 18.6 through 18.9.
Special structural walls shall satisfy 18.10.
Special structural walls constructed using precast concrete shall satisfy 18.11.

All special moment frames and special structural walls shall also satisfy 18.2.4 through 18.2.8.

1905.1.3 ACI 318, Section 18.5

Modify ACI 318, Section 18.5, by adding new Section 18.5.2.2 and renumbering existing Sections 18.5.2.2 and 18.5.2.3 to become 18.5.2.3 and 18.5.2.4, respectively.

18.5.2.2 — Connections that are designed to yield shall be capable of maintaining 80 percent of their design strength at the deformation induced by the design displacement or shall use Type 2 mechanical splices.

18.5.2.3 — For elements of the connection that are not designed to yield the required strength shall be based on 1.5 S_y of the yielding portion of the connection.

18.5.2.4 — In structures assigned to SDC D, E or F, wall piers shall be designed in accordance with 18.10.8 or 18.14 in ACI 318.

1905.1.4 ACI 318, Section 18.11

Modify ACI 318, Section 18.11.2.1, to read as follows:

18.11.2.1 — Special structural walls constructed using precast concrete shall satisfy all the requirements of 18.10 for cast-in-place special structural walls in addition to 18.5.2.

1905.1.5 ACI 318, Section 18.13.1.1

Modify ACI 318, Section 18.13.1.1, to read as follows:

18.13.1.1 — Foundations resisting earthquake-induced forces or transferring earthquake-induced forces between a structure and ground shall comply with the requirements of 18.13 and other applicable provisions of ACI 318 unless modified by Chapter 18 of the Florida Building Code, Building.

1905.1.6 ACI 318, Section 14.6

Modify ACI 318, Section 14.6, by adding new Section 14.6.2 to read as follows:

14.6.2 — Detailed plain concrete structural walls.

14.6.2.1 — Detailed plain concrete structural walls are walls conforming to the requirements of ordinary structural plain concrete walls and 14.6.2.2.

14.6.2.2 — Reinforcement shall be provided as follows:

Vertical reinforcement of at least 0.20 square inch (129 mm²) in cross-sectional area shall be provided continuously from support to support at each corner, at each side of each opening and at the ends of walls. The continuous vertical bar required beside an opening is permitted to substitute for one of the two No. 5 bars required by 14.6.1.
Horizontal reinforcement at least 0.20 square inch (129 mm²) in cross-sectional area shall be provided:
1. Continuously at structurally connected roof and floor levels and at the top of walls;
2. At the bottom of load-bearing walls or in the top of foundations where doweled to the wall; and
3. At a maximum spacing of 120 inches (3048 mm).
  Reinforcement at the top and bottom of openings, where used in determining the maximum spacing specified in Item 3 above, shall be continuous in the wall.

1905.1.7 ACI 318, Section 14.1.4

Delete ACI 318, Section 14.1.4, and replace with the following:

14.1.4 — Plain concrete in structures assigned to Seismic Design Category C, D, E or F.

14.1.4.1 — Structures assigned to Seismic Design Category C, D, E or F shall not have elements of structural plain concrete, except as follows:

Structural plain concrete basement, foundation or other walls below the base as defined in ASCE 7 are permitted in detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls. In dwellings assigned to Seismic Design Category D or E, the height of the wall shall not exceed 8 feet (2438 mm), the thickness shall be not less than 7¹/₂inches (190 mm), and the wall shall retain no more than 4 feet (1219 mm) of unbalanced fill. Walls shall have reinforcement in accordance with 14.6.1.
Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness.
Exception: In detached one- and two-family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.
Plain concrete footings supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, a minimum of one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.
Exceptions:
1. In Seismic Design Categories A, B and C, detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.
2. For foundation systems consisting of a plain concrete footing and a plain concrete stemwall, a minimum of one bar shall be provided at the top of the stemwall and at the bottom of the footing.
3. Where a slab on ground is cast monolithically with the footing, one No. 5 bar is permitted to be located at either the top of the slab or bottom of the footing.

1905.1.8 ACI 318, Section 17.2.3

Modify ACI 318 Sections 17.2.3.4.2, 17.2.3.4.3(d) and 17.2.3.5.2 to read as follows:

17.2.3.4.2 — Where the tensile component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with 17.2.3.4.3. The anchor design tensile strength shall be determined in accordance with 17.2.3.4.4.

Exception: Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy Section 17.2.3.4.3(d).

17.2.3.4.3(d) — The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω₀. The anchor design tensile strength shall be calculated from 17.2.3.4.4.

17.2.3.5.2 — Where the shear component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with 17.2.3.5.3. The anchor design shear strength for resisting earthquake forces shall be determined in accordance with 17.5.

Exceptions:

For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:
1. 1.1. The allowable in-plane shear strength of the anchor is determined in accordance with ANSI/AWC NDS Table 11E for lateral design values parallel to grain.
2. 1.2. The maximum anchor nominal diameter is ⁵/₈inch (16 mm).
3. 1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm).
4. 1.4. Anchor bolts are located a minimum of 1³/₄inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.
5. 1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate.
6. 1.6. The sill plate is 2-inch (51 mm) or 3-inch (76 mm) nominal thickness.
For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or nonbearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:
1. 2.1. The maximum anchor nominal diameter is ⁵/₈inch (16 mm).
2. 2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm).
3. 2.3. Anchors are located a minimum of 1³/₄inches (45 mm) from the edge of the concrete parallel to the length of the track.
4. 2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.
5. 2.5. The track is 33 to 68 mil (0.84 mm to 1.73 mm) designation thickness.
Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete, shall be permitted to be determined in accordance with AISI S100 Section E3.3.1.
In light-frame construction bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching sill plate or track to foundation or foundation stem wall need not satisfy 17.2.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with 17.5.2.1(c).

Section 1906 Structural Plain Concrete

1906.1 Scope

The design and construction of structural plain concrete, both cast-in-place and precast, shall comply with the minimum requirements of ACI 318, as modified in Section 1905.

Exception: For Group R-3 occupancies and buildings of other occupancies less than two stories above grade plane of light-frame construction, the required footing thickness of ACI 318 is permitted to be reduced to 6 inches (152 mm), provided that the footing does not extend more than 4 inches (102 mm) on either side of the supported wall.

Section 1907 Minimum Slab Provisions

1907.1 General

The thickness of concrete floor slabs supported directly on the ground shall not be less than 3¹/₂inches (89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the base course or subgrade and the concrete floor slab, or other approved equivalent methods or materials shall be used to retard vapor transmission through the floor slab.

Exception: A vapor retarder is not required:

For detached structures accessory to occupancies in Group R-3, such as garages, utility buildings or other unheated facilities.
For unheated storage rooms having an area of less than 70 square feet (6.5 m²) and carports attached to occupancies in Group R-3.
For buildings of other occupancies where migration of moisture through the slab from below will not be detrimental to the intended occupancy of the building.
For driveways, walks, patios and other flatwork that will not be enclosed at a later date.
Where approved based on local site conditions.

1907.2 Control and Contraction Joints

Concrete slabs-on-ground shall be provided with control and contraction joints in accordance with ACI 360 or other approved industry standards. Control and contraction joints shall be designed by an architect or engineer.

Exception: One- and two-family dwellings and townhouses shall comply with the Florida Building Code, Residential Section R506.2.4.

In addition to control and contraction joints, concrete slabs-on-ground shall be provided with crack containment complying with one of the following:

Concrete slabs-on-ground shall contain micro- or macro-synthetic fiber reinforcement. Fiber length shall be ¹/₂inch to 2.25 inches (13 to 56 mm) in length. Dosage amounts shall be from 0.75 to 3.0 pounds per cubic yard (0.45 to 1.78 kg/m³) in accordance with the manufacturer's recommendations. Synthetic fibers shall comply with ASTM C1116. The manufacturer or supplier shall provide certification of compliance with ASTM C1116 when requested by the building official; or,
Concrete slabs-on-ground containing 6 × 6 W1.4 × W1.4 welded wire reinforcement fabric located in the middle to the upper one-third of the slab. Welded wire reinforcement fabric shall be supported with approved materials or supports at spacing of 3 feet (914 mm) or less. Welded plain wire reinforcement fabric for concrete shall conform to ASTM A1064/A1064M Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.
Exception: Where random cracking is acceptable to the building owner, contraction joints are not required where crack containment complying with one of the above methods is provided.

Section 1908 Shotcrete

1908.1 General

Shotcrete is mortar or concrete that is pneumatically projected at high velocity onto a surface. Except as specified in this section, shotcrete shall conform to the requirements of this chapter for plain or reinforced concrete.

1908.2 Proportions and Materials

Shotcrete proportions shall be selected that allow suitable placement procedures using the delivery equipment selected and shall result in finished in-place hardened shotcrete meeting the strength requirements of this code.

1908.3 Aggregate

Coarse aggregate, if used, shall not exceed ³/₄inch (19.1 mm).

1908.4 Reinforcement

Reinforcement used in shotcrete construction shall comply with the provisions of Sections 1908.4.1 through 1908.4.4.

1908.4.1 Size

The maximum size of reinforcement shall be No. 5 bars unless it is demonstrated by preconstruction tests that adequate encasement of larger bars will be achieved.

1908.4.2 Clearance

When No. 5 or smaller bars are used, there shall be a minimum clearance between parallel reinforcement bars of 2¹/₂inches (64 mm). When bars larger than No. 5 are permitted, there shall be a minimum clearance between parallel bars equal to six diameters of the bars used. When two curtains of steel are provided, the curtain nearer the nozzle shall have a minimum spacing equal to 12 bar diameters and the remaining curtain shall have a minimum spacing of six bar diameters.

Exception: Subject to the approval of the building official, required clearances shall be reduced where it is demonstrated by preconstruction tests that adequate encasement of the bars used in the design will be achieved.

1908.4.3 Splices

Lap splices of reinforcing bars shall utilize the noncontact lap splice method with a minimum clearance of 2 inches (51 mm) between bars. The use of contact lap splices necessary for support of the reinforcing is permitted when approved by the building official, based on satisfactory preconstruction tests that show that adequate encasement of the bars will be achieved, and provided that the splice is oriented so that a plane through the center of the spliced bars is perpendicular to the surface of the shotcrete.

1908.4.4 Spirally Tied Columns

Shotcrete shall not be applied to spirally tied columns.

1908.5 Preconstruction Tests

Where preconstruction tests are required by Section 1908.4, a test panel shall be shot, cured, cored or sawn, examined and tested prior to commencement of the project. The sample panel shall be representative of the project and simulate job conditions as closely as possible. The panel thickness and reinforcing shall reproduce the thickest and most congested area specified in the structural design. It shall be shot at the same angle, using the same nozzleman and with the same concrete mix design that will be used on the project. The equipment used in preconstruction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official.

1908.6 Rebound

Any rebound or accumulated loose aggregate shall be removed from the surfaces to be covered prior to placing the initial or any succeeding layers of shotcrete. Rebound shall not be used as aggregate.

1908.7 Joints

Except where permitted herein, unfinished work shall not be allowed to stand for more than 30 minutes unless edges are sloped to a thin edge. For structural elements that will be under compression and for construction joints shown on the approved construction documents, square joints are permitted. Before placing additional material adjacent to previously applied work, sloping and square edges shall be cleaned and wetted.

1908.8 Damage

In-place shotcrete that exhibits sags, sloughs, segregation, honeycombing, sand pockets or other obvious defects shall be removed and replaced. Shotcrete above sags and sloughs shall be removed and replaced while still plastic.

1908.9 Curing

During the curing periods specified herein, shotcrete shall be maintained above 40°F (4°C) and in moist condition.

1908.9.1 Initial Curing

Shotcrete shall be kept continuously moist for 24 hours after shotcreting is complete or shall be sealed with an approved curing compound.

1908.9.2 Final Curing

Final curing shall continue for seven days after shotcreting, or for three days if high-early-strength cement is used, or until the specified strength is obtained. Final curing shall consist of the initial curing process or the shotcrete shall be covered with an approved moisture-retaining cover.

1908.9.3 Natural Curing

Natural curing shall not be used in lieu of that specified in this section unless the relative humidity remains at or above 85 percent, and is authorized by the registered design professional and approved by the building official.

1908.10 Strength Tests

Strength tests for shotcrete shall be made by an approved agency on specimens that are representative of the work and which have been water soaked for at least 24 hours prior to testing. When the maximum-size aggregate is larger than ³/₈inch (9.5 mm), specimens shall consist of not less than three 3-inch-diameter (76 mm) cores or 3-inch (76 mm) cubes. When the maximum-size aggregate is ³/₈inch (9.5 mm) or smaller, specimens shall consist of not less than 2-inch-diameter (51 mm) cores or 2-inch (51 mm) cubes.

1908.10.1 Sampling

Specimens shall be taken from the in-place work or from test panels, and shall be taken at least once each shift, but not less than one for each 50 cubic yards (38.2 m³) of shotcrete.

1908.10.2 Panel Criteria

When the maximum-size aggregate is larger than ³/₈inch (9.5 mm), the test panels shall have minimum dimensions of 18 inches by 18 inches (457 mm by 457 mm). When the maximum-size aggregate is ³/₈inch (9.5 mm) or smaller, the test panels shall have minimum dimensions of 12 inches by 12 inches (305 mm by 305 mm). Panels shall be shot in the same position as the work, during the course of the work and by the nozzlemen doing the work. The conditions under which the panels are cured shall be the same as the work.

1908.10.3 Acceptance Criteria

The average compressive strength of three cores from the in-place work or a single test panel shall equal or exceed 0.85 f '_c with no single core less than 0.75 f '_c. The average compressive strength of three cubes taken from the in-place work or a single test panel shall equal or exceed f '_c with no individual cube less than 0.88 f '_c. To check accuracy, locations represented by erratic core or cube strengths shall be retested.

Section 1909 Special Wind Provisions for Concrete

1909.1 Reinforced Concrete

The design and construction of reinforced concrete for buildings sited in areas where the ultimate design wind speed, V_ult, is equal to or greater than 115 mph (45 m/s) in accordance with Figure 1609.3(1), 1609.3(2), 1609.3(3) or 1609.3(4) shall conform to the requirements of ACI 318 or with Section 1609.1.1, Exception 1, as applicable, except as modified in this section.

1909.2 Insulated Concrete Form Wall

Insulated concrete form (ICF) wall construction for buildings shall be in accordance with ACI 318 or with Section 1609.1.1, Exception 1, as applicable.

1909.3 Gable Endwalls

1909.3.1 General

Gable endwalls shall be structurally continuous between points of lateral support.

1909.3.2 Cathedral Endwalls

Gable endwalls adjacent to cathedral ceilings shall be structurally continuous from the uppermost floor to ceiling diaphragm or to the roof diaphragm.

Section 1910 Through 1916 Reserved

Section 1917 Lightweight Insulating Concrete Roofs

1917.1 Lightweight Insulating Concrete

Material produced with or without aggregate additions to Portland cement, water and air to form a hardened material possessing insulating qualities, which, when oven dried shall have a unit weight no greater than 50 pcf (801 kg/m³).

1917.1.1 Aggregate Lightweight Insulating Concrete

Insulating concrete formulated predominantly with perlite or vermiculite aggregate having a minimum compressive strength of 125 psi (861.8 kPa) when tested in compliance with ASTM C495.

1917.1.2 Cellular Lightweight Insulating Concrete

Insulating concrete formulated by mixing a hydrated cementitious matrix around noninterconnecting air cells created by the addition of preformed foam formed from hydrolyzed proteins or synthetic surfactants. The cured cellular lightweight insulating concrete shall have minimum compressive strength of 160 psi (1103 kPa) when tested in compliance with ASTM C495 and C796.

1917.1.3 Cellular/Aggregate (Hybrid) Lightweight Insulating Concrete

Insulated concrete formulated by combining preformed foam with low density aggregates to impart properties of both aggregate and cellular lightweight insulating concrete. It shall have a minimum compressive strength of 200 psi (1379 kPa) when tested in compliance with ASTM C495 and C796.

1917.2 Inspection

1917.2.1

Application of all lightweight insulating concrete roof decks shall be by applicators approved by the light-weight insulating concrete deck manufacturer. Product approval shall be required for all lightweight insulating concrete systems.

1917.2.2

The permit holder shall notify the building official 48 hours prior to the pouring of lightweight insulating concrete.

1917.2.3

The permit holder shall make available to the building official a job log with the following minimum items.

Cast density recordings/hour.
Product evaluation for application.
Date and job locations identified.
Results of any field test conducted.

1917.2.4

Once the roof deck system can support foot traffic, the building official shall have clear access and clear path at his option for inspection of lightweight insulating concrete.

1917.3 Testing

The building official may require tests of the lightweight insulating concrete to confirm the fastener withdrawal resistance, compressive strength or drainage ability.

1917.3.1

Existing roof assemblies to receive lightweight insulating concrete other than galvanized G-90 steel deck or structural concrete deck shall be tested for uplift for adhesion to the substrate to confirm compliance with design pressure.

1917.4 Materials and Limitations of Use

Lightweight insulating concrete, in conjunction with galvanized formed steel sheets, shall not be used as a roof deck in areas where highly corrosive chemicals are used or stored.

1917.4.1

Lightweight insulating concrete shall be poured over bottom slotted galvanized (G-90) steel decking as follows; cellular, 0.5-percent open; hybrid, 0.75-percent open, aggregate, 1.5-percent open. No lightweight insulating concrete shall be poured over a painted or nongalvanized steel deck.

Lightweight insulating concrete over structural concrete slabs, twin tees, precast units or other nonventing substrates shall be vented to allow the escape of excess moisture.

1917.4.2

Minimum thickness of lightweight insulating concrete shall be 2 inches (51 mm) over the top plane of the substrate unless otherwise specified in the product approval. Lightweight insulating concrete shall be of sufficient thickness to receive the specified base ply fastener length.

1917.4.3

Galvanized coatings of formed steel sheets shall be in accordance with ASTM A525 with a minimum coating designation of G-90. Base steel shall conform to ASTM A446, Grade A, B, C, D or greater and ASTM A611 C, D or E.

1917.4.4

Chemical admixtures shall be in compliance with ASTM C494. Calcium chloride or any admixture containing chloride salts shall not be used in insulating concrete. Fiber reinforcement may be used to control cracking. Mineral admixtures shall conform to ASTM C618.

1917.4.5

Vermiculite or perlite shall be in compliance with ASTM C332, Group I. Foam concentrates shall be in compliance with ASTM C796 and ASTM C869.

1917.4.6

Mixing, placing and finishing shall be in compliance with the deck system product approval. Slurry coating, two-density casting and double casting shall be acceptable in accordance with the specific manufacturer's recommendations.

1917.4.7

If the lightweight insulating concrete deck is to receive product approval for a direct-adhered roofing system, the deck surface shall be prepared to the requirements set forth in the roof system product approval.

1917.4.8

All base ply fasteners for use in lightweight insulating concrete roof decks shall have a product approval for use with the specific lightweight insulating concrete roof system in compliance with manufacturer's recommendations and the design pressure of Section 1609 (Section 1620 for the High-Velocity Hurricane Zone).

1917.4.9

The lightweight insulating concrete fastener withdrawal shall have a minimum resistance for new pours of:

60 pounds (267 N) in 28 days when the fastener is installed and allowed to age in the concrete.
40 pounds (178 N) at time of roofing.

1917.4.10

Insulation board with lightweight insulating concrete shall conform to Type I expanded polystyrene insulation as defined in ASTM C578.

Packaged insulation board delivered to the job site shall comply with the provisions of Section 2603.2.
Installation of insulating board in conjunction with lightweight insulating concrete shall comply with uplift requirements set forth in Section 1609 (Section 1620 for the High-Velocity Hurricane Zone). Insulation panels shall be placed in a minimum ¹/₈-inch (3.2 mm) slurry of insulating concrete while the material is still in a plastic state. The insulating concrete shall be cast over the insulation boards according to the insulating concrete manufacturer's product approval. Insulation panels shall be provided with holes and/or slots for keying and venting.