[1- Default – Not related
to structural wind resistance design]
[2- Fire/Life Safety]
[3- Covered in model base code]
Section 2118-2122 High-Velocity Hurricane
Zones—Design. Florida specific, add from
the 2007
Section
2118-2122 High-Velocity Hurricane Zones—Design
SECTION 2118
HIGH-VELOCITY HURRICANE ZONES-DESIGN
2118.1 Masonry shall be designed by a method admitting of
rational analysis based on established principles of mechanics.
[3- Covered in model base code]
SECTION 2119
HIGH-VELOCITY
HURRICANE ZONES-QUALITY, TESTS, AND APPROVALS
2119.1 Quality. The quality of materials assembled into
masonry and the method and manner of their assembly shall conform to the
requirements of this chapter.
2119.1.1 Workmanship. Masonry construction shall be in
conformance with the tolerances, quality and methods of construction as set
forth in standards referenced in this chapter; the Portland Cement Association
Concrete Masonry Handbook, ANSI A41.1, A41.2 and AWS Structural Welding Code:
Reinforcing Steel (D1.4).
2119.1.2 Other materials. A material of masonry, other
than set forth herein, which is incombustible and otherwise sufficiently
embodies the characteristics and satisfies the requirements of one of the
materials herein may be approved by the building official, subject to such
tests as may be prescribed.
[3- Covered in model base
code]
2119.2 Tests.
2119.2.1 The building official may require materials to
be subjected to tests to determine their quality whenever there is reason to
believe that a material is no longer up to the standards on which the approval
was based. The cost of such tests shall be borne by the person or persons
proposing to use or continue to use such material or product.
2119.2.2 Materials shall be tested in accordance with the
standard specifications of the ASTM International as such standard
specifications are noted in this chapter.
[3- Covered in model base code]
2119.3 Approvals.
2119.3.1 Only
such masonry units as that bear the
approval of the building official and are manufactured or fabricated by plants
having a certificate of competency issued by the authority having jurisdiction,
shall be considered acceptable for the construction of buildings or other
structures.
2119.3.2 Approval of masonry units and manufacturing or fabricating plants shall be for periods not to exceed one year and may be obtained upon application and the submission of certificates of tests in accordance with the provisions of this chapter.
2119.3.3 The provisions for tests for approval of masonry units shall not be construed as in lieu of any tests otherwise required under this chapter.
2119.3.4 Failure of a manufacturer of masonry units to obtain approval or to submit tests as required in this chapter, or such additional tests as the building official may require, shall be cause for rejection of such masonry units.
2119.4 Brick.
2119.4.1 General. Brick shall include masonry units
usually 21/4 inches (57 mm) thick, 33/4 inches (95 mm) wide, and 8 inches (203
mm) long, and not less than 75 percent solid.
2119.4.2 Tests. Tests shall be conducted in accordance
with Standard Methods of Testing Brick , ASTM C 67.
2119.4.3 Quality.
2119.4.3.1 Burned clay or shale brick shall conform to
either the standard Specification for Building Brick (Solid Masonry Units made
from Clay or Shale) , ASTM C 62, the standard Specification for Facing Brick
(Solid Masonry Units made from Clay or Shale), ASTM C 216 or the standard
Specification for Hollow Brick (Hollow Masonry Units made from Clay or Shale),
ASTM C 652.
2119.4.3.2 Sand-lime brick shall conform to the Standard
Specification for Concrete Building Brick, ASTM C 55.
2119.4.3.3 Concrete brick shall conform to the Standard
Specification for Concrete Building Brick , ASTM C 55.
[3- Covered in model base code]
2119.5 Stone. Stone for masonry shall be hard and
durable.
[3- Covered in model base code]
2119.6 Cast stone. Cast stone shall be made of portland
cement, aggregates and water with or without admixtures. Cast stone for
load-bearing masonry or where exposed to the weather shall have an average
compressive strength, at 28 days, of at least 3,000 pounds psi (20.7 MPa) and
shall have not more than 7 percent water absorption by weight.
[3- Covered in model base
code]
2119.7 Concrete blocks.
2119.7.1 General.
2119.7.1.1 Concrete blocks shall be made of portland
cement, water and approved aggregates. The materials shall conform to the
requirements for the materials of concrete specified in Chapter 19
(High-Velocity Hurricane Zones), and the finished units shall meet the
requirements of this section.
2119.7.1.2 Concrete blocks used for fire-resistive walls
rated 2 hours or more, or used for load-bearing or exterior walls, shall have a
minimum face shell thickness of 11/4 inches (32 mm), a minimum web thickness of
1 inch (25.4 mm), and shall have a net cross-sectional area not less than 50
percent of the gross section.
2119.7.1.3 Concrete blocks for other purposes shall have
wall and web thickness of not less than 3/4 inch (19 mm).
2119.7.1.4 Where masonry walls are required by this code
to be 8 inch (203 mm) thickness, hollow concrete blocks units may be 75/8 by
75/8 by 155/8 inches (195 by 195 by 398 mm) modular dimension with
corresponding widths for tie columns and tie beams.
2119.7.2 Quality. Standard units of hollow concrete block
shall conform to the Standard Specification for Hollow Load-Bearing Concrete
Masonry Units, ASTM C 90, except that the maximum moisture content shall not
exceed 50 percent of the total absorption.
[3- Covered in model base code]
2119.8 Structural clay tile.
2119.8.1 Limitations. All hollow burned clay wall tile
used for fire-resistive walls rated 2 hours or more, load-bearing or exterior
walls shall be load bearing tile.
2119.8.2 Tests. Tests shall be conducted in accordance
with the Standard Methods of Sampling and Testing Structural Clay Tile, ASTM C
212.
2119.8.3 Quality.
2119.8.3.1 Structural clay load-bearing wall tile shall
conform to the Standard Specification of Structural Clay Load-Bearing Wall
Tile, ASTM C 34.
2119.8.3.2 Structural clay floor tile shall conform to
the Standard Specification for Structural Clay Floor Tile, ASTM C 57.
2119.8.3.3 Structural clay nonload-bearing tile shall
conform to the Standard Specification for Structural Clay NonLoad-Bearing Tile,
ASTM C 56.
[3- Covered in model base code]
2119.9 Gypsum tile.
2119.9.1 Limitations. Precast gypsum shall not be used in
load-bearing masonry or in any masonry that will be exposed to the weather.
2119.9.2 Tests. Tests shall be made in accordance with
the Chemical Analysis of Testing Gypsum and Gypsum Products, ASTM C 471,
Physical Testing of Gypsum Plasters and Gypsum Cement, ASTM C 472, and Physical
Testing of Gypsum Board Products and Gypsum Partition Tile and Block, ASTM C
473.
2119.9.3 Quality. Gypsum partition tile or block shall
conform to the Standard Specification for Gypsum Tile or Block, ASTM C 52,
Chemical Analysis of Testing Gypsum and Gypsum Products, ASTM C 471, Physical
Testing of Gypsum Plasters and Gypsum Cement, ASTM C 472, and Physical Testing
of Gypsum Board Products and Partition Tile and Block, ASTM C 473.
[3- Covered in model base
code]
2119.10 Plain concrete. Plain concrete is concrete cast
in place and not reinforced, or reinforced only for shrinkage or change of
temperature. Plain concrete shall be mixed, placed and cured as specified for
concrete in Chapter 19 (High-Velocity Hurricane Zones). The minimum strength of
regular concrete shall be not less than 2000 psi (13.8 MPa) in 28 days.
The minimum strength of lightweight aggregate concrete shall be not less than
500 psi (3.5 MPa) in 28 days.
[3- Covered in model base code]
2119.11 Plain gypsum concrete. Plain gypsum concrete is
gypsum concrete cast in place and either unreinforced or reinforced for
shrinkage.
[3- Covered in model base code]
2119.12 Mortar.
2119.12.1 General. Except as otherwise set forth herein,
all mortars and the materials therein shall conform to the Standard
Specifications for Mortar of Masonry Units , ASTM C 270.
2119.12.1.1 The gradation of aggregates for masonry
mortar shall be such that the fineness modulus is between 1.20 and 2.35 when
determined in accordance with the Standard Specifications for Aggregate for
Masonry Mortar, ASTM C 144.
2119.12.1.2 Aggregates shall be quarried or washed in
fresh water and shall contain not more than 1/20 of 1 percent salt by weight.
MORTAR STRENGTH PROPERTY
SPECIFICATIONS
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2119.12.1.3 Mortar used to bond unit masonry shall be of
Type M, S, N or O and shall comply with either the property specifications set
forth hereinafter or the proportion specifications of the standard set forth in
Section 2119.12.1.
[3- Covered in model base code]
2119.12.1.4 The type of mortar based on consideration of
the location of the unit masonry shall be as follows:
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2119.12.1.5 All solid unit masonry shall be laid in full
beds with full end joints. All hollow unit masonry shall be laid with full
mortar coverage of the face shells in both horizontal and vertical joints.
[3- Covered in model base code]
SECTION 2120
HIGH-VELOCITY HURRICANE ZONES-ALLOWABLE UNIT STRESSES IN
UNIT MASONRY
2120.1 Compression.
2120.1.1 Allowable working compressive stresses in
masonry walls shall not exceed the limits in pounds per square inch (MPa) of
gross area in the following table:
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2120.1.2 The maximum allowable working stress in plain
concrete shall be the following percentage of the ultimate strength of the
concrete in compression:
Compression 0.20
f 'c
Shear and diagonal tension 0.02 f 'c
Where f 'c represents the ultimate compressive strength.
2120.2 The shear in unit masonry shall not exceed 1/10
the allowable compressive stress.
2120.3 Unreinforced unit masonry shall be assumed to have
no value in resisting axial tension. Flexural tension is allowed in
unreinforced masonry per ACI 530.
2120.4 Concentrations. Walls of hollow masonry units
shall not directly support concentrated loads.
[3- Covered in model base code]
SECTION 2121
HIGH-VELOCITY HURRICANE ZONES-CONSTRUCTION DETAILS
2121.1 General.
2121.1.1 Masonry walls of hollow or solid units or plain
concrete shall be constructed as specified in this section.
2121.1.2 Designed reinforced concrete walls, columns and
beams shall be as specified in Chapter 19 (High-Velocity Hurricane Zones),
except that such designed columns and beams shall be not less than the
equivalent of the minimums herein set forth.
2121.1.3 Reinforced concrete required in this section
shall comply with Chapter 19 (High-Velocity Hurricane Zones), Reinforced
Concrete.
2121.1.4 Second-hand masonry units shall not be used
unless they conform to the requirements of this code, are sound and have been
thoroughly cleaned and are approved for use by the building official.
2121.1.5 Bond shall be provided by lapping ends in
successive vertical courses.
[3- Covered in model base code]
2121.1.6 Minimum
No. 9 gauge truss type horizontal joint reinforcing at every alternate course
(16-inch (406 mm) spacing), shall be provided. This reinforcement shall extend
4 inches (102 mm) into tie columns or be tied to structural columns with
approved methods where structural columns replace the tie columns. In addition,
horizontal joint reinforcement shall comply with TMS
602/ACI530.1/ASCE 6 Sections
2.4C thru 2.4F and Section 3.4B.7.
2121.2 Exterior
walls.
2121.2.1 General.
2121.2.1.1 Exterior walls of unit masonry shall have a minimum thickness of 8 inches (203 mm) except as otherwise set forth in Section 2121.2.11 and 2119.7.1.4.
2121.2.1.2 No roof or other members shall be placed to develop direct horizontal thrust on walls unless such walls are specifically designed.
2121.2.1.3 The maximum area of wall panels of 8 inch (203 mm) thick unit masonry, as measured between the concrete members which frame the panel such as the beams and tie columns, shall not exceed 240 square feet (22.3 m2), except as set forth in Section 2121.2.2.
2121.2.2 Tie columns.
2121.2.2.1 Concrete tie columns shall be required in exterior walls of unit masonry. Concrete tie columns shall be required at all corners, at intervals not to exceed 16 feet (4.9 m) center-to-center of columns, adjacent to any corner opening exceeding 4 feet (1219 mm) in width, and at the ends of free-standing walls exceeding 2 feet (610 mm) in length. When openings exceed 8 feet (2.4 m) in width, tie columns shall be provided on each side of all such openings. All gable and shed end corners shall have tie columns.
2121.2.2.2 When openings are between 3 and 8 feet (914 mm and 2.4 m) in width, such openings shall have one #5 vertical reinforcing bar at each side. The vertical bars shall be placed in concrete filled cells and shall extend into footings and into tie beams. All such bars shall be continuous from footing to tie beam. All splices, where needed, shall be 30 inches (762 mm) minimum.
2121.2.2.3 Tie columns shall be not less than 12 inches (305 mm) in width. Tie columns having an unbraced height not exceeding 15 feet (4.6 m) shall be not less in thickness than the wall or less than a nominal 8 inches (203 mm), and, where exceeding 15 feet (4.6 m) in unbraced height, shall be not less in thickness than 12 inches (305 mm). The unbraced height shall be taken at the point of positive lateral support in the direction of consideration or the column may be designed to resist applicable lateral loads based on rational analysis.
2121.2.2.4 Tie columns shall be reinforced with not less than four #5 vertical bars for 8 inch by 12 inch (203 mm by 305 mm) columns nor less than four #6 vertical bars for 12 inch by 12 inch (305 mm by 305 mm) columns nor less reinforcing steel than 0.01 of the cross-sectional area for columns of other dimension nor less than may be required to resist axial loads or bending forces. Vertical reinforcing shall be doweled to the footing and splices shall be lapped 30 bar diameters. Columns shall be tied with #2 hoops spaced not more than 12 inches (305 mm) apart.
2121.2.2.5 The concrete tie columns set forth herein are a minimum to limit masonry panel areas and provide an integrated framework for masonry. The spacing of concrete columns for skeleton frame construction, designed as specified in Chapter 19 (High-Velocity Hurricane Zones), may exceed the spacing herein set forth provided the masonry panels have an area less than 240 square feet (22.3 m2) and the structural system is designed to transmit horizontal wind loads to the columns.
2121.2.2.6 Concrete tie columns designed to limit masonry panel areas may be offset at tie beams or other horizontal members to avoid openings, but the maximum spacing shall not be exceeded.
2121.2.2.7 Concrete columns in load-bearing walls shall be poured only after masonry units are in place. Where masonry walls of skeleton frame construction are laid up after the frame has been erected, adequate anchorage designed by a professional engineer shall be provided. Where structural steel members are made fire-resistive with masonry units, the panel walls shall be bonded to the fire-resistive materials.
2121.2.2.8 Where the minimum spacing of tie columns, as set forth in Section 2121.2.2.1, has been satisfied and structural columns of skeleton frame construction are spaced as specified in Section 2121.2.2.5, provision for resisting the horizontal and vertical loads at the edges of masonry panels abutting door and window openings in masonry walls where openings are not bounded by such reinforced concrete columns shall be considered and, where necessary, transfer the forces through the materials of assembly to the ground.
2121.2.3 Tie beams.
2121.2.3.1 A tie beam of reinforced concrete shall be placed in all walls of unit masonry, at each floor or roof level, and at such intermediate levels as may be required to limit the vertical heights of the masonry units to 16 feet (4.9 m). Well-compacted and confined soil below grade may be considered lateral restraint but only above a point 1 foot (305 mm) below the grade where such restraint begins.
2121.2.3.2 Unless otherwise required by design, all tie beams shall have four #3 ties at 12 inches (305 mm) o.c. at corners and at each bend and at 48 inches (1219 mm) o.c. elsewhere. A tie beam shall be not less in dimension or reinforcing than required for the conditions of loading nor less than the following minimums: a tie beam shall have a width of not less than a nominal 8 inches (203 mm), shall have a height of not less than 12 inches (305 mm) and shall be reinforced with not less than four #5 reinforcing bars placed two at the top and two at the bottom of the beam except that a tie beam using "U" type beam block may be used with the following limitations:
1. Limited to one-story Group R3 occupancy.
2. Limited to unsupported spans of 7 feet (2.1 m).
3. Beam block shall be reinforced with one #7 bar in the top and one #7 bar in the bottom of the pour.
4. Beam block shall provide not less than 14 inches (356 mm) vertical dimension or less than 41/2 inches (114 mm) horizontal dimension of poured-in-place beam cross-section.
5. Where beam blocks are used, consideration of resistance to uplift caused by wind forces shall be based on only that portion of the dead load above the topmost mortar joint in the wall.
2121.2.3.3 The tie beam shall be continuous. Continuity of the reinforcing in straight runs shall be provided by lapping splices not less than 30 inches (762 mm). Continuity shall be provided at corners by bending two bars from each direction around the corner 30 inches (762 mm) or by adding two #5 bent bars which extend 30 inches (762 mm) each way from the corner. Continuity at columns shall be provided by continuing horizontal reinforcing through columns or by bending horizontal reinforcing in the columns a distance of 18 inches (457 mm).
2121.2.3.4 A tie beam shall not be required where floor or roof systems provide a rigid diaphragm of reinforced concrete with a minimum thickness of 4 inches (102 mm) or where a floor or roof system has an equivalent stiffness factor of not less than 0.5 cubic inches, as determined by the moment of inertia divided by the length. (Per foot of width, measured normal to the plane of the diaphragm and adequately anchored).
2121.2.3.5 Changes in level of the beams or structural concrete beams (beam) shall be made at tie columns or structural concrete columns and said tie columns or structural concrete columns shall be continuous from beam to beam.
2121.2.3.6 A tie beam may follow the rake of a gable or shed end if the slope does not exceed 3:12 and the requirements of Sections 2121.2.1.2 and 2121.2.1.3 are met.
2121.2.3.7 The concrete in tie beams shall be placed to bond to the masonry units immediately below and shall not be separated therefrom by wood, felt or any other material which may prevent bond. Felt paper no wider than the width of the cells of the block may be used provided that it is depressed a minimum of 2 inches (51 mm) in one cell of each block.
2121.2.3.8 Tie beams subject to uplift and lateral wind forces shall be sized and designed to resist all such forces. Tie beams over openings shall be sized and designed to resist dead and live loads combined with wind loads, whichever governs.
2121.2.4 Gable end and shed end walls. All masonry structures with gable end and shed end (half gable) walls shall have such end walls constructed of masonry, only in accordance with this section. A horizontal tie beam shall be provided in line with the lower ends of the gables and sheds, except as permitted in Section 2121.2.3.6 above, and designed in accordance with Sections 2121.2.1.2 and 2121.2.1.3, and load requirements as set forth in Chapter 16 (High-Velocity Hurricane Zones). A concrete coping following the rake of the gable, not less than 64 square inches (.04 m2) in area reinforced with two #5 bars shall be provided. Tie columns at gable and shed ends shall be provided. Any intermediate tie columns required within the gable shall extend to the coping beam. Tie beams resting on masonry which are not subject to uplift and lateral wind forces shall be provided according to Section 2121.2.3.2.
2121.2.5 Parapet
walls.
2121.2.5.1 Masonry parapet walls shall be not less than 8 inches (203 mm) thick, shall be reinforced with minimum tie columns and shall be coped with a concrete beam not less than 64 square inches (.04 m2) in cross-section, reinforced with two #4 reinforcing bars.
2121.2.5.2 A parapet wall exceeding 5 feet (1524 mm) in height above a tie beam or other point of lateral support shall be specifically designed to resist horizontal wind loads.
2121.2.6 Piers.
2121.2.6.1 In any section of a masonry wall of an enclosed structure where openings are arranged to leave sections of walls less than 16 inches (406 mm), such sections shall be steel or reinforced concrete.
2121.2.6.2 Isolated masonry piers of unenclosed structures shall be so constructed that the height of such piers shall not exceed 10 times the least dimension, that the cells are filled with cement grout and reinforced with not less than two #5 bars anchoring the beam to the foundation.
2121.2.7 Cavity
walls.
2121.2.7.1 Cavity walls consisting of two separate walls with an air space of not less than 2 inches nor more than 6 inches (51 to 152 mm) may be constructed of solid or hollow-unit masonry provided such walls meet the specific requirements for tie columns and beams set forth in this section and are bonded together at intervals not more than 24 inches (610 mm) apart, vertically and horizontally, by masonry ties or by durable, rigid metal ties 0.10 square inch (64.5 mm2) in the cross section.
2121.2.7.2 The minimum thickness of the separate walls of cavity wall construction shall be 4 inches (102 mm), and units shall be laid in full beds of portland cement mortar with full-end joints.
2121.2.8 Brick and stone walls. Walls of brick and stone shall be laterally supported by tie columns and beams, or the equivalent thereof, as provided in this section and shall meet these additional requirements:
1. In all brick walls at least every sixth course on both sides of the wall shall be a header course or there shall be at least one full header in every 72 square inches (.05 m2) of each wall surface.
2. In walls more than 12 inches (305 mm) thick, the inner joints of header courses shall be covered with another header course that shall break joints with the course below.
3. Solid-unit masonry shall comply with the standard Building Code Requirements for Masonry, ANSI A41.1.
4. Rubble stone walls shall be 4 inches (102 mm) thicker than is required for solid brick or concrete walls of the same respective heights, but in no part less than 16 inches (406 mm).
2121.2.9
Substitutions.
2121.2.9.1 Where, for architectural reasons or otherwise, it is desirable to reduce the area of any required tie column or tie beam below the specified requirements, the building official may grant such reduction, provided that the area of concrete omitted shall be replaced by reinforcing or structural steel in the ratio 1:(n-1) where "n" is defined as the modular ratio of elasticity (esteel/econcrete).
2121.2.9.2 Where it is desired to substitute for the #5 reinforcing as required by this section, three #4 bars may be substituted to replace two #5 bars.
2121.2.10 Wall additions. Where new walls are connected to existing walls, such connection shall be by means of a starter column of minimum 8 inches by 8 inches (203 mm by 203 mm) dimension reinforced with two #5 bars.
2121.2.11 Chases,
recesses and openings.
2121.2.11.1 Unit masonry walls required to be a minimum of 8 inches (203 mm) thick, such as exterior walls, fire walls and bearing walls, may be chased or recessed not deeper than one-half the wall thickness for an area not exceeding 8 square feet (0.74 m2), provided the horizontal dimension of the chase or recess does not exceed 4 feet (1219 mm) and provided the chasing shall not reduce the dimension of tie beams and tie columns to less than herein required, except as follows:
Exception: Four-inch (102 mm) deep chases or recesses in 8 inch (703 mm) unit masonry walls may be constructed with 4 inch (102 mm) unit masonry panels provided such 4 inch (102 mm) unit masonry panel does not exceed 5 feet (1524 mm) in width, does not exceed 8 feet (2.4 m) in height, is bonded on one vertical side to 8 inch (203 mm) masonry or a tie column, and is not load bearing. Where such panel exceeds 2 feet (610 mm) in width at locations 20 feet (6.1 m) or more above grade in exterior walls, resistance to wind load shall be considered in the design, and a minimum of 4 inch by 8 inch (102 mm by 203 mm) tie column with two #5 vertical bars shall be provided in the free standing end of such 4 inch (102 mm) wall.
2121.2.11.2 Openings shall have lintels of reinforced concrete. Where such lintel is precast or formed separately from a tie beam, it shall bear not less than nominal 8 inches (203 mm) on the masonry, at each end except as may otherwise be approved for compliance with this code by product approval, or after rational analysis, but not less than 4 inches (102 mm). Where such lintel is formed integrally with the tie beam by deepening the tie beam above the opening, and the tie beam itself is capable of safely supporting all loads, the beam may span up to 6 feet (1.8 m) in length and may be deepened not to exceed 8 inches (203 mm) without additional reinforcing. Where the tie beam is deepened in excess of 8 inches (203 mm) with a span less than 6 feet (1.8 m) in length, and the tie beam itself is capable of supporting all loads, the dropped portion shall contain a #3 horizontal bar at the bottom, bent up at each end and fastened to the upper tie beam steel or two #4 horizontal bars. The dropped portion shall bear at least 4 inches (102 mm) on the masonry at each end. Where the span is in excess of 6 feet (1.8 m), the principal beam reinforcing shall be at the bottom of the beam.
2121.2.12 Glass unit masonry. Glass unit masonry shall
comply with section 2121.1.12 or shall comply with ACI 530/ASCE 5/TMS 402 and
section 2121.2.12.2.
2121.2.12.1 Masonry of glass unit masonry may be used in
nonload-bearing exterior or interior walls and in openings which might
otherwise be filled with windows, either isolated or in continuous bands,
provided the glass unit masonry panels have a thickness of not less than 3˝
inches (89 mm) at the mortar joint and the mortared surfaces of the units are
satisfactorily treated for mortar bonding.
2121.2.12.2 Glass unit masonry panels for exterior walls
shall have a Product Approval.
2121.2.12.3 Exterior unit masonry panels shall be set in
recesses at the jambs and, for panels exceeding 10 feet (3 m) in horizontal
dimension between supports, at the head as well, to provide a bearing surface
at least 1 inch (25 mm) wide along the panel edges; except that when approved
by the building official for panels exceeding neither 100 square feet (9.3.m2)
in area nor 10 feet (3 m) in either horizontal or vertical dimension, and
situated four stories or less, and less than 52 feet (15.8 m) above grade
level, anchorage may be provided by means of non-corrodible perforated metal
strips.
2121.2.12.4 Glass unit masonry panels shall have
reinforcement in the mortar joints spaced not more than 2 feet (610 mm) apart
vertically and below and above any openings within a pane. The reinforcement
shall consist of two parallel longitudinal galvanized steel wires, No. 9 gauge
or larger, spaced 2 inches (51 mm) apart, and welded to No. 14 or heavier cross
wires at intervals not exceeding 8 inches (203 mm), or the equivalent approved
by the building official.
2121.2.12.5 Glass unit masonry shall be laid in only Type
M or S mortar or equivalent approved material. Both vertical and horizontal
mortar joints shall be at least 1/4 inch (6 mm) and not more than 3/8 inch (9.5
mm) thick and shall be completely filled.
2121.2.12.6 Every exterior glass unit masonry panel shall
be provided with expansion joints at the sides and top. Expansion joints shall
be entirely free of mortar, and shall be filled with resilient material.
2121.2.12.7 Glass masonry units required to provide a
fire resistance rating shall comply with Section 2121.1.12.8 or shall be fire
tested and listed for their intended use.
2121.2.12.8 View panels in 1-hour fire-resistant walls
shall be limited to glass unit masonry panels installed in steel channels, or
panel anchor framing may be used where a 3/4-hour fire rating is required.
Three-and-seven-eighths inch thick (98 mm) glass masonry unit shall be limited
to 120 square feet (1.1 m2) with no dimension greater than 12 feet (3.7 m) for
masonry wall construction or to 94 square feet (8.7 m2) with no dimension
greater than 10.75 feet (3.3 m) for nonmasonry wall construction. Three and
one-eighths inch (79 mm) thick glass masonry units shall be limited to 100
square feet (9.3 m2) with no dimension greater than 10 feet (3 m) for masonry
wall construction or to 94 square feet (8.7 m2) with no dimension greater than
10.75 feet (3.3 m) for nonmasonry wall construction. Three inches (76 mm) thick
glass masonry units shall be limited to 100 square feet (9.3 m2) with no
dimension greater than 12 feet (3.7 m) for masonry wall construction or to 94
square feet (8.7 m2) with no dimension greater than 10 feet (3 m) for
nonmasonry wall construction.
View panels in 2-hour fire-resistant walls shall be
limited to glass masonry units installed in steel channels and with a water
curtain in conformance with NFPA 13 on each side at interior walls or at the
interior of exterior walls. Three and seven-eighths inch (98 mm) thick glass
masonry units shall be limited to 100 square feet (9.3 m2) with no dimension
greater than 10 feet (3 m).
The view panel assembly shall not exceed 25 percent of
the wall separating a tenancy from a corridor or a corridor from an enclosed
vertical opening or one fire-rated area from another fire-rated area.
Maximum 3/4 hour fire-rated glass masonry units
construction shall be used at nonmasonry wall construction. Panel anchors shall
be provided at sill and jambs in nonmasonry wall construction using panel
anchor framing. A fire-retardant sealant shall be used at all channel and panel
anchor framing. Expansion material at heads and jambs shall be either fibrous
glass or mineral wool. All fire-rated glass masonry units and panels shall
conform to UL No. 9 and ASTM E 163.
2121.2.12.9 Interior glass masonry unit panels having
thickness of 37/8 inches (98 mm) shall not exceed 250 square feet (23.2 m2) of
unsupported wall surface and interior glass masonry unit panels having
thickness of 31/8 inches (79 mm) shall not exceed 150 square feet (13.9 m2) of
unsupported wall surface nor more than 25 feet (7.6 m) in length nor more than
20 feet (6.1 m) in height between supports.
[3- Covered in model base
code]
2121.2.13 Grill block.
2121.2.13.1 Decorative grills or screens constructed of
unit masonry laid with cells open through the wall shall be as set forth herein
or designs shall be based on rational analysis to resist applicable loads and
computations shall be submitted to the building official for approval.
2121.2.13.2 Unit masonry grills or screens as described
in this paragraph shall not be load bearing.
2121.2.13.3 Unit masonry in exterior wall shall be laid
in Type M or S mortar.
[3- Covered in model base code]
2121.3 Interior bearing walls. Interior-bearing walls shall
be constructed as specified in Section 2121.2 for exterior walls, except that
interior bearing walls in one-story building of Group H or I occupancy, where
not required to be more than 1-hour fire-resistive, may be constructed of 4
inch (162 mm) concrete block not exceeding 9 feet (2.7 m) in height, capped
with a reinforced concrete beam not less than 4 inches (102 mm) in width nor
less than 12 inches (305 mm) in height, reinforced with two 1/2-inch (12.7 mm)
rods, and such walls shall support only a roof or ceiling not in excess of 700
pounds per lineal foot (10.2 kN/m) with no chases or recesses.
[3- Covered in model base code]
2121.4 Fire walls. Firewalls shall be constructed as set
forth in Section 2121.2 for exterior walls.
[2- Fire/Life Safety]
2121.5 Panel walls.
2121.5.1 Panel walls of unit-masonry shall be not less than 8 inches (203 mm) thick and shall be limited in panel dimension as set forth in Section 2121.2.
2121.5.2 Panel walls of reinforced concrete shall be not less than 4 inches (102 mm) thick nor less than required by design as specified in Chapter 19 (High-Velocity Hurricane Zones).
2121.6 Veneered walls.
2121.6.1 Masonry backing.
2121.6.1.1 Veneering or facing on masonry backing shall
not be considered as adding any strength to such walls and shall be limited in
height above foundations or between proper and adequate supports to 30 feet
(9.1 m). Veneering shall be securely anchored to masonry backing by means of
substantial, noncorroding metal wall ties, spaced not farther apart than 16
inches (406 mm) vertically or 24 inches (610 mm) horizontally.
2121.6.1.2 Tile veneering, not more than 1 inch (25 mm)
thick with individual units not exceeding 20 inches (508 mm) in any dimension
and having not more than 200 square inches (.13 cm2) of surface area with
corrugations or scoring on the back side thereof, need not be anchored in
accordance with the above requirements but shall be cemented solid to the backing
with portland cement mortar so as to provide a continuous integral support to
the backing.
2121.6.2 Wood backing.
2121.6.2.1 In all cases, before applying masonry veneer,
a substantial waterproofed paper or asphalt-saturated felt, weighing not less
than 14 pounds per 100 square feet (0.68 kg/m2) shall be applied horizontally,
shingle fashion, over diagonal sheathing. Horizontal joints in the paper or
felt shall be lapped not less than 4 inches (102 mm) and vertical end joints
not less than 6 inches (152 mm).
2121.6.2.2 Masonry veneer shall be not less than 33/4
inches (95 mm) thick and shall be bonded to the backing by means of substantial
noncorroding metal wall ties spaced not farther apart than 16 inches (406 mm)
vertically and 24 inches (610 mm) horizontally.
[3- Covered in model base code]
2121.7 Partitions.
2121.7.1 The requirements specified herein shall apply to
nonbearing interior separations, other than firewalls, of unit masonry
construction.
2121.7.2 The lateral distance between vertical supports
of nonbearing interior partitions of unit masonry shall not exceed 72 times the
actual thickness of the partition, including plaster.
2121.7.3 The height of unit masonry partitions shall not
exceed 36 times the actual thickness, including plaster.
2121.7.4 All interior unit masonry partitions shall be
designed to meet the lateral live load requirements with corresponding
perimeter anchorage supports, in accordance with Section 1618.8.
[1- Default
– Not related to structural wind resistance design]
2121.8 Fences.
2121.8.1 Masonry fences so located on a property that
such fence, at the proposed height or by a future addition to height, could be
used as a wall of a building shall be constructed with foundations and tie
columns as provided for an exterior wall. Such fence shall be capped with a
coping beam not less than 64 square inches (.4 m2) in cross-section reinforced
with a minimum of two #4 rods, when not exceeding a height of 5 feet (1.5 m),
or shall be capped by a tie beam as provided for exterior walls if exceeding a
height of 5 feet (1.5 m).
2121.8.2 Masonry fences, so located on a property that by
zoning regulation such fence could not be used as a wall of a building, shall
be constructed as follows:
2121.8.2.1 Fences not exceeding 5 feet (1.5 m) in height
shall be 8 inches (203 mm) thick and shall not be required to have tie columns,
but shall be required to have a coping as provided herein; or such fences may
be 4 inches (102 mm) thick with tie columns and coping not less than 8 inches
(203 mm) thick.
2121.8.2.2 Fences exceeding 5 feet (1.5 m) in height
shall be not less than 8 inches (203 mm) thick and shall have tie columns and
tie beams as required for exterior walls.
2121.9 Other masonry walls. Walls of masonry materials or
arrangements of masonry units other than those specifically set forth in this
chapter shall be in conformance with the general provisions of this code, may
be classified by the subject to all or any of the requirements therefor to and
any such additional requirements as the building official may prescribe.
[3- Covered in model base code]
SECTION 2122
HIGH-VELOCITY
HURRICANE ZONES-REINFORCED UNIT MASONRY
2122.1 Standards. The provisions of TMS 402/ACI 530/ASCE 5 and TMS 602/ACI 530.1/ASCE 6 are hereby adopted as a minimum for the design and construction of reinforced unit masonry. In addition to TMS 402/ ACI 530/ ASCE 5 and TMS 602/ACI 530.1/ASCE 6, reinforced unit masonry structures shall comply with Sections 2122.2.
Exception: Unless otherwise specified by the designing architect or
engineer, where plan review and inspections are performed by a local building
department in accordance with Sections 107 and 110, the provisions of TMS 402/
ACI 530/ASCE 5/TMS 402, Chapter 1, Section 1.18 and TMS 602/ ACI 530.1/ASCE 6/
Sections 1.5 and 1.6 shall not apply.
2122.2 General.
2122.2.1 Tie columns and tie beams as set forth in Section 2121.2 shall be not required where design and construction are in accordance with the provisions of this section.
2122.2.2 The design of buildings and structures of reinforced unit masonry shall be by a professional engineer or registered architect.
2122.2.3 Minimum
No. 9 gauge ladder type horizontal joint reinforcing at every alternate course
(16-inch (406 mm) spacing), for reinforced masonry shall be provided. This
reinforcement shall be tied to structural columns with approved methods. In
addition, horizontal joint reinforcement shall comply with TMS
602/ACI530.1/ASCE 6 Sections 2.4C thru 2.4F and Section 3.4B.7.
2122.2.4 Special inspector. A Florida-registered architect or professional engineer shall furnish inspection of all reinforced unit masonry structures.
2122.3 Concrete masonry strength. Concrete masonry strength shall be determined by unit strength method from TMS 602/ACI 530.1/ ASCE 6 Section 1.4 or in accordance with ASTM C 1314.
2122.4 Reinforcement. Reinforcement shall comply with TMS 402/ACI 530/ ASCE 5 and TMS 602/ ACI 530.1/ ASCE 6 except as modified herein.
2122.4.1 Development of bars in tension and compression shall be in accordance with TMS 402/ASCE 530/ ASCE5 Section 2.1.9.3 with the following changes to the factor y of Equation 2-12
γ = 1.0 for No. 3 (M#10) through No. 5 (M#16) bars;
γ = 1.04 for No. 6 (M#19) through No. 7 (M#22) bars; and
γ = 1.2 for No. 8 (M#25) through No. 11 (M#36) bars
Where epoxy coated bars are used, lap length shall be increased by 50 percent.
2122.4.2 Splices of reinforcement shall be in accordance with TMS 402/ ACI 530/ ASCE 5. Lap splices, welded splices, or mechanical splices are permitted in accordance with the provisions of TMS 402/ ACI 530/ ASCE 5 Section 2.1.9.7. Welding shall conform to AWS D1.4.
2122.4.3 Lap splices shall be in accordance with TMS 402/ ACI 530/ ASCE 5, Section 2.1.9.7.1.1 with the modifications of Section 2122.4.1 to the factor y of Equation 2-12. In no case shall the length of the lapped splice be less than 48 bar diameters, but not less than 12 inches.
2122.4.4 Joint reinforcement. Horizontal joint reinforcement shall be provided at every other course. Joint reinforcement shall be a minimum of No. 9 gauge and shall comply with TMS 602/ACI 530.1/ ASCE 6 Sections 2.4C through 2.4F. Joint reinforcement shall be placed in accordance with TMS 602/ACI 530.1/ ASCE 6 Section 3.4 B.7.
2122.5. Concentrated loads. Concentrated loads shall be in accordance with TMS 402/ ACI 530/ ASCE 5 Sections 1.9.7.2 and 2.1.8 and shall not be assumed distributed across continuous vertical joints, including stack bond joints, unless reinforcing elements are designed and provided to distribute such loads.
2122.6 Reinforced masonry bearing walls. Reinforced masonry bearing walls shall have a nominal thickness of not less than 8 inches (203 mm).
2122.7 Anchorage requirements. Anchorage shall be in accordance with TMS 402/ ACI 530/ ASCE 5. Loading shall comply with TMS 402/ ACI 530/ ASCE 5 Section 1.7 and the following.
2122.7.1 Reinforced masonry walls shall be securely anchored to adjacent structural members such as roofs, floors, columns, pilasters, buttresses and intersection walls.
2122.7.2 Masonry walls shall be anchored to all floors and roofs that provide lateral support to such walls.
2122.7.3 Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces as required in Chapter 16 (High-Velocity Hurricane Zones), or a minimum force of 200 pounds per lineal foot (2919 N/m) of wall, whichever is greater.
2122.7.4 Required anchors shall be embedded in reinforced grouted cells. Anchor bolts shall be installed in accordance with TMS 602/ ACI 530.1/ ASCE 6 Section 3.4 D.
2122.7.5 Wood framing connected by nails shall not be considered as acceptable anchorage.
2122.8 Mortar and grout.
2122.8.1 Mortar materials shall comply with TMS 602/ ACI 530.1/ ASCE 6 Section 2.1. Grout materials shall comply with TMS 602/ ACI 530.1/ ASCE 6 Section 2.2.
2122.8.2 Vertical cells to be grouted shall provided vertical alignment sufficient to maintain clear, unobstructed, continuous, vertical cores measuring not less than 2 ˝ inches by 3 inches (51 mm by 76 mm) for fine aggregate grout and 3 inches by 3 inches for coarse aggregate grout as defined by ASTM C 476. The architect or engineer may specify other grout space sizes which shall be permitted provided they comply with TMS 402/ ACI 530/ ASCE 5 Section 1.19 and TMS 602/ ACI 530.1/ ASCE 6 Section 3.5C.
2122.8.3 Placing of mortar and masonry units shall comply with TMS 602/ ACI 530.1/ ASCE 6 Section 3.3.
2122.8.4 Grout placement. Grout placement shall be in accordance with TMS 402/ ACI 530/ ASCE 5 and TMS 602/ ACI 530.1/ ASCE 6.
2122.8.5 Confinement. Confine grout to the areas indicated on the Project Drawings. Use material to confine grout that permits bond between masonry units and mortar.
2122.8.6 Unless otherwise required, mix grout other than self-consolidating grout to a consistency that has a slump between 8 and 11 in. (203 and 279 mm). Self-consolidating grout shall comply with TMS 602/ ACI 530.1/ ASCE 6.
2122.8.7 Grout shall be placed before any initial set has occurred, but in no case more than 1-1/2 hours after the mix-designed water has been added.
2122.8.8 Grouting shall be a continuous operation in lifts not exceeding 4 5 feet (1.5 m) and a maximum pour of 12 feet 8 inches (3.8 m). Grout placement shall comply with TMS 602/ ACI 530.1/ ASCE 6.
2122.8.9 Grouting shall be consolidated between lifts by puddling, rodding or mechanical vibration.
2122.8.10 Grout keys shall be formed between grout pours. Grout keys shall be formed between grout lifts when the first lift is permitted to set prior to placement of the subsequent lift.
1. Form a grout key by terminating the grout a minimum of 1˝ in. (38.1 mm) below a mortar joint.
2. Do not form grout keys within beams.
3. At beams or lintels laid with closed bottom units, terminate the grout pour at the bottom of the beam or lintel without forming a grout key.
2122.9 Bearing. Precast floor and roof units supported on masonry walls shall provide minimum bearing of 3 inches (76 mm) and anchorage in accordance with Section 2122.7.
2122.10 Intersecting walls. Intersecting walls shall comply with TMS 402/ ACI 530/ ASCE 5 Section 1.9.4.