Deletion legend:
[1- Default – Not related
to structural wind resistance design]
[2- Fire/Life Safety]
[3- Covered in model base
code]
[4- Code Cycle
Modification to be submitted to strike section and refer to appropriate FBC,B
sections]
SECTION R4403
[4- Code
Cycle Modification to be submitted to strike section and refer to appropriate
FBC,B sections]
HIGH-VELOCITY HURRICANE ZONES—GENERAL
R4403.1 General design requirements.
R4403.1.1 Any system, method of design or method of construction shall admit of a
rational analysis in accordance with well-established principles of mechanics
and sound engineering practices.
R4403.1.2 Buildings, structures and all parts thereof shall be designed and
constructed to be of sufficient strength to support the estimated or actual
imposed dead, live, wind, and any other loads, both during construction and
after completion of the structure, without exceeding the allowable materials
stresses specified by this code.
R4403.1.3 No building
structure or part thereof shall be designed for live loads less than those
specified in this section or ASCE 7 with commentary, except as otherwise noted
in this code. [1- Default
– Not related to structural wind resistance design]
R4403.1.4 The live loads set forth herein
shall be assumed to include the ordinary impact but where loading involves
unusual impact, provision shall be made by increasing the assumed live load. [1- Default – Not related to structural wind
resistance design]
R4403.1.5 In the design of floors, not less
than the actual live load to be imposed shall be used. Special provisions shall
be made for machine or apparatus loads where applicable. [1- Default – Not related to structural wind
resistance design]
R4403.1.6 Floor and roof systems shall be designed and constructed to transfer
horizontal forces to such parts of the structural frame as are designed to
carry these forces to the foundation. Where roofs or floors are constructed of
individual prefabricated units and the transfer of forces to the building frame
and foundation is totally or partially dependent on such units, the units and
their attachments shall be capable of resisting applied loads in both vertical
and both horizontal directions. Where roofs or floors are constructed of
individual prefabricated units and the transfer of forces to the building frame
and foundation is wholly independent of such units, the units and their
attachments shall be capable of resisting applied loads normal to the surface,
in and out.
R4403.2 General design for specific
occupancies and structures.
R4403.2.1
Fences. Fences not exceeding 6 feet (183 cm) in height from grade may be designed for 75 mph (33 m/s)
fastest mile wind speed or Vasd as determined in accordance with
Section R301.2.1.3 of 90 mph (40 m/s).
R4403.2.1.1 Wood fences. Wood fence design shall be as specified by Section R4409.15.
SECTION R4403.2
HIGH-VELOCITY HURRICANE ZONES—
DEFLECTION
R4403.2.1 Allowable deflections. The deflection of any structural member or
component when subjected to live, wind and other superimposed loads set forth
herein shall not exceed the following:
|
1. |
Roof
and ceiling or components supporting plaster . . . . . . . . . . . . . . . .
. . . . . . . . |
L/360 |
|
2. |
Roof
members or components not supporting plaster under . . . . . . . . . . . . .
. . . . |
L/240 |
|
3. |
Floor
members or components . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . |
L/360 |
|
4. |
Vertical
members and wall members or components consisting of or supporting material
that hardens in place, is brittle or lacks resistance to cracking caused by
bending strains. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . |
L/360 |
|
5. |
Vertical
members and wall members or components not required to meet the conditions of
Section R4403.2.1, Item 4. . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . |
L/180 |
|
6. |
Roof
and vertical members, wall members and panels of carports, canopies,
marquees, patio covers, utility sheds and similar minor structures not to be
considered living areas, where the roof projection is greater than 12 feet
(3658 mm) in the direction of the span, for free-standing roofs and roofs
supported by existing structures. Existing structures supporting such roofs
shall be capable of supporting the additional loading. . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . |
L/180 |
|
7. |
For
Group R3 occupancies only, roof and vertical members, wall members and panels
of carports, canopies, marquees, patio covers, utility sheds and similar
minor structures not to be considered living areas, where the roof projection
is 12 feet (3638 mm) or less in the direction of the span and for free
standing roofs and roofs supported by existing structures. . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . |
L/80 |
|
8. |
Members
supporting screens only. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . |
L/80 |
|
9. |
Storm
shutters and fold-down awnings, which in the closed position shall provide a
minimum clear separation from the glass of 1 inch (25 mm) but not to exceed 2
inches (51 mm) when the shutter or awning is at its maximum point of
permissible deflection . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . |
L/30 |
|
10. |
Roofs
and exterior walls of utility sheds having maximum dimensions of 10 feet
length, 10 feet width, and 7 feet height. . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . |
L/80 |
|
11. |
Roofs
and exterior walls of storage buildings larger than utility sheds. . . . . .
. . . . |
L/180 |
SECTION R4403.3
HIGH-VELOCITY HURRICANE ZONES—
VOLUME CHANGES
R4403.3.1 Volume change. In the design of any building, structure or
portion thereof, consideration shall be given to the relief of stresses caused
by expansion, contraction and other volume changes.
HIGH-VELOCITY HURRICANE ZONES—
MINIMUM LOADS
R4403.4.1 Live loads. Minimum uniformly
distributed live loads shall not be less than as set forth in and Table 4-1 of
ASCE 7 with Commentary, except as otherwise noted in this code.
R4403.4.2 Concentrated loads. Minimum
concentrated loads shall not be less than as set forth in Table 4-1 of ASCE 7
with commentary, except as otherwise noted.
R4403.4.3 Concentrated loads on trusses. Any
single panel point of the lower chord of roof trusses or any point of other
primary structural members supporting roofs shall be capable of safely carrying
a suspended, concentrated load of not less than 200 pounds (896 N) in addition
to dead load.
MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
See Tables 4-1 of ASCE 7
SECTION R4403.5
HIGH-VELOCITY HURRICANE ZONES —
ROOF LIVE LOADS
R4403.5.1 Minimum roof live loads. Roofs
shall be designed for a live load of not less than 30 pounds per square foot
(1436 Pa), except as set forth herein.
Exceptions.
1. Glass
areas of greenhouse roofs shall be designed for a live load of not less than 15
pounds per square foot (718 Pa).
2. Ordinary
pitched and curved roofs, with a slope of 1-1/2:12, or greater, where water is
not directed to the interior of the roof, without parapet or other edge of roof
drainage obstructions, may be designed for an allowable live load of not less
than 20 pounds per square foot (958 Pa).
3. Utility
sheds shall be designed for a live load of not less than 15 pounds per square
foot (718 Pa).
R4403.5.2 Special purpose roofs. Roofs used
for assembly, roof gardens, promenade or walkway purposes shall be designed for
a minimum live load of 100 pounds per square foot (4788 Pa). Other special
purpose roofs shall be designed for appropriate loads as directed or approved
by the building official.
R4403.5.3 Roof decking. Roof decking shall be
designed to support the live load set forth in Section R4403.5.1 or a load of
100 pounds per foot (445 N) applied as a 1foot wide strip perpendicular to, and
at the center of, the span of the decking between supports, whichever is more
critical.
[1- Default – Not related to structural wind resistance design]
SECTION R4403.6
HIGH-VELOCITY HURRICANE ZONES —
ROOF DRAINAGE
R4403.6.1 Roof drainage. Where parapets or curbs are constructed above
the level of the roof, provision shall be made to prevent rain water from
accumulating on the roof in excess of that considered in the design, in the
event the rain water drains, conductors or leaders become clogged.
R4403.6.2 Where roofs are not designed in accordance with Section R4403.6.1,
overflow drains or scuppers shall be placed to prevent an accumulation of more
than 5 inches (927 mm) of water on any portion of the roof. In determining the load
that could result should the primary drainage system be blocked, the loads
caused by the depth of water (i.e., head) needed to cause the water to flow out
the scuppers or secondary drainage system shall be included.
R4403.6.3 Drains or scuppers installed to provide overflow drainage shall be not
less in aggregate area than as shown in Figure R4403.6.3, but not less than 4
inches (102 mm) dimension in any direction and shall be placed in parapets not
less than 2 inches (51 mm) nor more than 4 inches (102 mm) above the low point
of the finished roofing surface and shall be located as close as practical to
required vertical leaders, conductors or downspouts. The roof area to be taken
in the sizing of the scuppers is the horizontal projection, except that, where
a building wall extends above the roof in such a manner as to drain into the
area considered, the one-half of the area of the vertical wall shall be added
to the horizontal projection.
R4403.6.4 All roofs shall be designed with sufficient slope or camber to assure
adequate drainage after the long term deflection from dead load, or shall be
designed to support maximum loads including possible ponding of water caused by
deflection.
FIGURE R4403.6.3
REQUIRED AREA OF OVERFLOW SCUPPERS
R4403.6.5 Ponding loads. Roofs shall be designed to preclude
instability from ponding loads.
R4403.6.6 Each portion of a roof shall be designed to sustain the loads of all
rainwater that could accumulate on it if the primary drainage system for that
portion is obstructed. Ponding instability shall be considered in this
situation. If the overflow drainage provisions contain drain lines, such lines
shall be independent of any primary drain lines.
SECTION R4403.7
HIGH-VELOCITY HURRICANE ZONES —
SPECIAL LOAD CONSIDERATIONS
R4403.7.1 Floors. In
the design of floors, consideration shall be given to the effect of known or
probable concentration of loads, partial concentrations of loads, partial load,
vibratory, transitory, impact and machine loads. Design shall be based on the
load or combination of loads that produces the higher stresses.
R4403.7.2 Below grade structures.
R4403.7.2.1 In the design of basements,
tanks, swimming pools and similar below grade structures, provisions shall be
made for the forces resulting from hydrostatic pressure and lateral pressure of
adjacent soil.
R4403.7.2.2 For the lateral loads of soil on
below grade structures, unless substantiated by more specific information, the
angle of repose of fragmental rock and natural confined sand shall be 30
degrees and the angle of repose of filled soil and muck shall be 15 degrees to
a horizontal line.
R4403.7.2.3 For the hydrostatic pressure on
any floor below a ground water level, calculations shall be based on full
hydrostatic pressure, and such floors shall be designed for live load without
hydrostatic uplift, and hydrostatic uplift without live load.
R4403.7.2.4 Private swimming pools may be
designed with an approved hydrostatic relief valve or other device capable of
preventing the pool water from being pumped to a level lower than the
surrounding ground water but such device shall not be credited for more than 2
feet (610 mm) of the difference of head between the pool bottom and the flood
criteria.
R4403.7.3 Safeguards. Safeguards shall be
required in and around buildings and structures such as covers, railings,
stair-railings, handrails or other safeguards as defined in the regulations of
the Occupational Safety and Health Administration (OSHA) 29 CFR Part 1910 as
applied to permanent structures and as specified herein. R4403.7.3.1 Open or
glazed wall openings; open or glazed sides of balconies, landings and other
walking surfaces; unenclosed floor and roof openings; roofs used for other than
services for the building or structure and any other abrupt differences in
level exceeding 30 inches (762 mm), including yard areas, shall be provided
with safeguards not less than 42 inches (1067 mm) in height.
R4403.7.3.2 Safeguards may be omitted at
loading docks, truck wells and similar locations where it is apparent that the
edge of the higher level is for loading, and on docks, seawalls and decorative
fountains where the lower level is the water surface.
R4403.7.3.3 Safeguards in and around
buildings of other than Group R occupancies shall be provided with additional
rails, vertical pickets or ornamental filler below the top rail that will
reject a 6-inch (152 mm) diameter object.
R4403.7.3.4 Safeguards in and around
buildings of Group R occupancies shall provide protection for children by
providing additional rails, vertical pickets or an ornamental filler below the
top rail which will reject a 4-inch (102 mm) diameter object; permitting,
however, such ornamental fillers to have individual openings not exceeding 64
square inches (413 cm2) in area.
R4403.7.3.5 Where a balustrade is used to
comply with the requirements of this paragraph, the maximum clearance between
the bottom rail of the balustrade and the adjacent surface shall not exceed 2
inches (51 mm). For safeguards on stairs, the 2-inch (51 mm) clearance shall be
measured from the bottom rail of the balustrade to a line passing through the
tread nosings.
R4403.7.3.6
Railing.
R4403.7.3.6.1 Railings, stair-railings and
other similar safeguards shall be designed to resist a load of 50 pounds per
lineal foot (74 kg/m) or a concentrated load of 200 pounds (690 N) applied in
any direction at the top of such barriers at any location on the safeguard,
whichever condition produces the maximum stresses. The reactions and stresses
caused by the above referenced uniform and concentrated loads shall be
considered not be acting simultaneously.
R4403.7.3.6.2 Intermediate rails, balusters
and panel fillers shall be designed for a uniform horizontal load of not less
than 25 pounds per square foot (1197 Pa) over the gross area of the guard,
including the area of any openings in the guard, of which they are a part
without restriction by deflection. Reactions resulting from this loading need
not be added to the loading specified in R4403.3.6.1 in designing the main
supporting members of guards.
[1- Default – Not related to structural wind resistance design]
R4403.7.3.6.3 Laminated glazing will be permitted as an
equal alternate to pickets, if tested by an accredited laboratory to satisfy
the resistance requirements of this code for wind, live and kinetic energy
impact loading conditions. The kinetic energy impact loading shall comply with
ANSI Z97.1-1984 using a 400 foot-pound (542 N-m) energy impact. The safety
requirements of the impact test shall be judged to have been satisfactorily met
if breakage does not occur or numerous cracks and fissures occur but no shear
or opening through which a 3-inches (76 mm) diameter sphere may freely pass.
The glass panel shall remain within the supporting frame.
R4403.7.3.6.4 If the posts that support the top rail of exterior railings are substituted with glass, the assembly shall be tested to TAS 201, where the impacted glass continues to support the top rail and all applicable loads after impact.
R4403.7.3.7 Areas in
all occupancies from which the public is excluded requiring such protection may
be provided with vertical barriers having a single rail midway between a top
rail and the walking surface.
R4403.7.3.8 The last sentence of the first
paragraph in Section 4.4.2 of ASCE 7 is hereby deleted.
R4403.7.4 Reserved.
R4403.7.5 Special requirements for cable
safeguard barriers.
R4403.7.5.1 Horizontal deflection under
design load shall not exceed 18 inches (457 mm).
R4403.7.5.2 The design load shall be assumed
to be resisted by not more than two cables.
R4403.7.5.3 The cable system including
anchors shall be protected against corrosion.
R4403.7.5.4 Cable tension under design load
shall not exceed 90 percent of the yield strength of the cable.
R4403.7.5.5 The uppermost cable shall be at
least 42 inches (1067 mm) above the adjacent surface. Cables shall not be
spaced more than 6 inches (152 mm) apart.
R4403.7.5.6 An installation plan prepared by
the structural engineer of record shall be submitted to the building official
for his or her approval.
R4403.7.5.7 Installation shall be witnessed
by the structural engineer of record who shall certify the following:
1. That
the installation has been in accordance with the approved installation plan.
2. That
the initial tension designated by the structural engineer of record has been
provided in all cables.
3. That
all anchors have been seated at a total load, including initial tension, equal
to 85 percent of the yield strength of the cable, unless a positive locking
device is provided that does not require a tension jack for the tensioning of
the barrier strand.
R4403.7.5.8 Drawings shall indicate the
initial tension, the expected increase in tension under vehicular impact and
the required maximum capacity of the strand barrier system.
R4403.7.6 Ornamental projections. Ornamental
cantilevered projections on the exterior of buildings shall be designed for not
less than 60 pounds per square foot live load (2873 Pa) or 200 pounds per
lineal foot (2919 N/m) applied at the outer edge, whichever is more critical.
R4403.7.7 Interior wall and partitions.
Permanent, full-height interior walls and partitions shall be designed to
resist a lateral live load not less than 5 pounds per square foot (239 Pa) and
if sheathed with lath and plaster, deflection at this load shall not exceed
L/360.
[1- Default – Not
related to structural wind resistance design]
R4403.7.8
Load combination. The safety of
structures shall be checked using the provisions of 2.3 and 2.4 of ASCE 7 with
commentary. Flood Load Fa mentioned in these load combinations shall be in
accordance with Chapter 5 of ASCE 7.
Exception:
Increases in allowable stress shall be
permitted in accordance with TMS 402/ACI 530/ASCE 5 provided the load reduction
factor of 0.75 of combinations 4 and 6 of ASCE 7 Section 2.4.1 shall not be
applied.
SECTION R4403.8
HIGH-VELOCITY HURRICANE ZONES — LIVE LOAD
REDUCTIONS
R4403.8.1 Application. No reduction in
assumed live loads set forth in this section shall be allowed in the design of
columns, walls, beams, girders and foundations, except as permitted by the
provisions of Section 4.8 ASCE 7 with commentary.
Exceptions:
1. No
reduction of the assumed live loads shall be allowed in the design of any
slabs, joists or other secondary members, except as set forth herein.
2. No
reduction in roof live loads shall be permitted except as set forth by Section
R4403.5.1.
R4403.8.2 Allowable live load reductions.
R4403.8.2.1 Permissible reduction in live
loads shall be as provided in Section 4.8.1 of ASCE 7 with commentary.
R4403.8.2.2 Limitations on live load
reduction shall be as noted in Section 4.8.2 of ASCE 7 with commentary.
R4403.8.2.3 No reduction in live loads shall
be permitted for buildings or structures of Group A assembly occupancy.
[1- Default – Not
related to structural wind resistance design]
SECTION R4403.9
HIGH-VELOCITY HURRICANE ZONES — WIND LOADS
R4403.9.1 Buildings and structures, and every portion thereof, shall be designed
and constructed to meet the requirements of Chapters 26 through 31 of ASCE 7.
R4403.9.2 Wind velocity (3-second gust) used in structural calculations shall be
170 miles per hour (76 m/s) in Broward County and 175 miles per hour (79 m/s)
in Miami-Dade County.
R4403.9.3 All buildings and structures shall be considered to be in Exposure Category
C, unless Exposure Category D applies, as defined in Section 26.6 of ASCE
7.
R4403.9.4 For wind force calculations, roof live loads shall not be considered to
act simultaneously with the wind load.
R4403.9.5 Utility sheds shall be designed for a wind
load of not less than 15 pounds per square foot (718 Pa).
R4403.9.6 The lateral force on rooftop structures and equipment with
Af less than (0.1Bh) located on buildings of all heights shall be
determined from Eq. 29.5-1 of ASCE 7-10 in which the value of GCf is
3.1. GCf shall be permitted to be reduced linearly from 3.1 to 1.1
as the value of Af is increased from (0.1Bh) to (Bh). The value of G
from Section 26.9 of ASCE 7 shall not be used. Additionally, a simultaneous
uplift force shall be applied, given by Eq. 29.5-1 of ASCE 7 in which GCf = 1.5 and Af
is replaced by the horizontal projected area, Ar, of the rooftop
structure or equipment. For the uplift force GCf shall be permitted
to be reduced linearly from 1.5 to 1.0 as the value of Ar is increased
from (0.1BL) to (BL).
SECTION
R4403.10
HIGH VELOCITY HURRICANE ZONES —
OVERTURNING MOMENT AND UPLIFT
R4403.10.1 Computations for overturning moment and uplift shall be based on ASCE 7.
R4403.10.2 Overturning and uplift stability of any building,
structure or part thereof taken as a whole shall be provided, and be satisfied
by conforming to the load combination requirements of ASCE 7.
HIGH-VELOCITY
HURRICANE ZONES—
SUNROOMS
R4403.11.1 Wind Loads. Basic wind speed in miles per
hour (mph) shall be determined in accordance with Section R4403.9.2. Sunrooms
including exposed structures, components, cladding, and roof covering shall be
designed to resist the wind loads as established in Section R4403.9.
R4403.11.2 Sunroom Categories. For the purpose of
applying the criteria of the AAMA Standard for sunrooms based on the intended
use, sunrooms shall be categorized in one of the following categories by the
permit applicant, design professional, or the property owner where the sunroom
is being constructed.
Category
I: A
roof or a covering of an outdoor space. The openings shall be permitted to be
enclosed with insect screening or 0.5 mm (20 mil) maximum thickness plastic
film. The space is defined as non-habitable
and unconditioned.
Category
II:
A roof or a covering of an outdoor space with enclosed walls. The openings are
permitted to be enclosed with translucent or transparent plastic or glass. The
space is defined as non-habitable
and unconditioned.
Category
III:
A roof or a covering of an outdoor space with enclosed walls. The openings are
permitted to be enclosed with translucent or transparent plastic or glass. The
sunroom complies with additional requirements for forced-entry resistance,
air-leakage resistance and water-penetration resistance. The space is defined
as non-habitable and unconditioned.
Category
IV: A
roof or a covering of an outdoor space with enclosed walls. The sunroom is
designed to be heated and/or cooled by a separate temperature control or system
and is thermally isolated from the primary structure. The sunroom complies with
additional requirements for forced-entry resistance, water penetration
resistance, air-leakage resistance, and thermal performance. The space is
defined as habitable and conditioned.
Category
V: A
roof or a covering of an outdoor space with enclosed walls. The sunroom is
designed to be heated and/or cooled and is open to the main structure. The
sunroom complies with additional requirements for forced-entry resistance, water-penetration
resistance, air-leakage resistance, and thermal performance. The space is
defines as habitable and conditioned.
SECTION
R4403.12
HIGH-VELOCITY HURRICANE ZONES —
SCREEN ENCLOSURES
R4403.12.1.1 The wind loads on screen surfaces shall be
per ASCE 7 Figure 29.5-2 based on the ratio of solid to gross area.
R4403.12.1.2 Design shall be based on such loads applied horizontally inward and outward to the walls with a shape factor of 1.3 and applied vertically upward and downward on the roof with a shape factor of 0.7.
Exception: Screen enclosures
shall be permitted to be designed in accordance with the AAF Guide to Aluminum
Construction in High Wind Areas. Construction documents based on the AAF Guide
to Aluminum Construction in High Wind Areas shall be prepared and signed and sealed
by a Florida licensed architect
or engineer.
R4403.12.2 Windbreakers.
R4403.12.2.1 Vinyl and acrylic
glazed panels shall be removable. Removable panels shall be identified as
removable by a decal. The identification decal shall essentially state
"Removable panel SHALL be removed when wind speeds exceed 75 mph (34
m/s)." Decals shall be placed such that the decal is visible when the
panel is installed.
R4403.12.2.2 Permanent frame
shall be designed per Sections R4403.9 and R4403.12.1.2.
HIGH-VELOCITY HURRICANE ZONES—
FLOOD
RESISTANCE
R4403.13.1.1 Flood
resistance.
Where the building or structure is located in a flood hazard areas established
in Table 301.2(1), the building or structure, including enclosures below
elevated buildings, shall be designed and constructed in accordance with
Section R322 and this section.
HIGH-VELOCITY HURRICANE ZONES—
FOUNDATION DESIGN
R4403.14.1 Design procedure. The minimum area
of a footing or number of piles under a foundation shall be determined in the
following manner:
R4403.14.1.1 The total load of the column
that has the largest percentage of the live load to the total load shall be
divided by the allowable soil pressure or pile capacity.
R4403.14.1.2 The balance soil pressure or
pile capacity shall be determined by dividing the total dead load by the area
of the footing or the number of piles.
R4403.14.1.3 The minimum number of other
footings or number of piles shall be designed on the basis of their respective
dead loads only.
R4403.14.1.4 In no case shall the total load
of the combined dead, live, wind and any other loads exceed the allowable
bearing pressure of the soil for capacity of any pile upon which the foundation
is supported.
R4403.14.1.5 The live load used in the above
calculations may be the total reduced live load in the member immediately above
the foundation.
R4403.14.1.6 The building official may
require submittal of design computations employed in foundation design.
[1- Default – Not
related to structural wind resistance design]
SECTION
R4403.15
HIGH-VELOCITY HURRICANE ZONES—
LOAD TESTS
R4403.15.1 Application. Whenever there is insufficient evidence of
compliance with the provisions of this code or evidence that any material or
any construction does not conform to the requirements of this code, or in order
to substantiate claims for alternate materials or methods of construction, the
building official may require testing by an approved agency, at the expense of
the owner or his agent, as proof of his compliance. Testing methods shall be as
specified by this code for the specific material.
R4403.15.2 Testing method. Such testing shall follow a nationally
recognized standard test, or when there is no standard test procedure for the
material or assembly in question, the building official shall require that the
material or assembly under dead plus live load shall deflect not more than as
set forth in Section R4403.2, and that the material or assembly shall sustain
dead load plus twice the live load for a period of 24 hours, with a recovery of
at least 80 percent or a 100 percent recovery after one-half test load.
R4403.15.3 Alternate test methods. When elements, assemblies or details of
structural members are such that their load-carrying capacity, deformation
under load, or deflection cannot be calculated by rational analysis, their
structural performance shall be established by test in accordance with test
procedures as approved by the building official based on consideration of all
probable conditions of loading.
R4403.15.4 Fatigue load testing. Where cladding assemblies (including cladding
and connections) or roofing framing assemblies (including portions of roof
structure and connections) are such that their load-carrying capacity or deformation
under load cannot be calculated by rational analysis, the assemblies may be
tested to resist the fatigue loading sequence given by Table R4403.15.4
TABLE R4403.15.4
FATIGUE LOADING SEQUENCE
|
RANGE OF
TEST |
NUMBER
OF CYCLES1 |
|
0 to
0.5pmax2 |
600 |
|
0 to
0.6max2 |
70 |
|
0 to
1.3pmax2 |
1 |
|
1.
Each cycle shall have minimum duration of 1 second and a maximum duration of 3 seconds and must be
performed in a continuous manner. 2. P max = 0.6 x ultimate design load in
accordance with ASCE 7. |
Assemblies shall be tested with no resultant failure or
distress and shall have a recovery of at least 90 percent over maximum
deflection.
Any cladding assembly not incorporated into the Florida
Building Code, Building after successfully completing the impact test
outlined in Section R4403.16, shall be subject to fatigue loading testing and
shall obtain Product Approval by the building official.
SECTION
R4403.16
HIGH-VELOCITY HURRICANE ZONES— IMPACT
TESTS FOR WIND-BORNE DEBRIS
R4403.16.1 All parts or systems of a building or structure envelope such as, but not
limited, to exterior walls, roof, outside doors, skylights, glazing and glass
block shall meet impact test criteria or be protected with an external
protection device that meets the impact test criteria. Test procedures to
determine resistance to wind-borne debris of wall cladding, outside doors,
skylights, glazing, glass block, shutters and any other external protection
devices shall be performed in accordance with this section.
Exception: The
following structures or portion of structures shall not be required to meet the
provisions of this section:
a. Roof assemblies for screen rooms,
porches, canopies, etc., attached to a building that do not breach the exterior
wall or building envelope and have no enclosed sides other than screen.
b. Soffits, soffit vents and ridge vents.
Size and location of such vents shall be detailed by the designer and shall not
compromise the integrity of the diaphragm boundary.
c. Vents in a garage with four or fewer
cars. Size and location of such vents shall be detailed by the designer and
shall not exceed the minimum required area by more than 25 percent.
d. Exterior wall or roof openings for wall
or roof mounted HVAC equipment.
e. Openings for roof-mounted personnel
access roof hatches.
f. Storage sheds that are not designed
for human habitation and that have a floor area of 720 square feet (67 m2)
or less are not required to comply with the mandatory windborne debris impact standards
of this code.
g. Louvers as long as they properly
considered ASCE 7 in the design of the building.
h. Buildings and structures for marinas,
cabanas, swimming pools and greenhouses.
R4403.16.2 Large missile impact tests.
R4403.16.2.1 This test shall be conducted on three test specimens. This test shall be applicable to the construction units, assemblies and materials to be used up to and including 30 feet (9.1 m) in height in any and all structures.
R4403.16.2.2 The test specimens shall consist of the entire assembled unit, including frame and anchorage as supplied by the manufacturer for installation in the building, or as set forth in a referenced specification, if applicable. Fasteners used in mounting the test specimen shall be identical in size and spacing to what is used in field installations.
R4403.16.2.3 The large missile shall be comprised of a piece of timber having nominal dimensions of 2 inches by 4 inches (51 mm by 102 mm) weighing 9 pounds (4.1 kg).
R4403.16.2.4 The large missile shall impact the surface of each test specimen at a speed of 50 feet per second (15.2 m/s).
R4403.16.2.5 Each test specimen shall receive two impacts except as noted in Sections R4403.16.2.5.1 and R4403.16.2.5.2, the first within a 5-inch (127 mm) radius circle having its center on the midpoint of the test specimen and the second within a 5-inch (127 mm) radius circle in a corner having its center in a location 6 inches (152 mm) away from any supporting members.
R4403.16.2.5.1 For window, glass block, fixed glass and skylight assemblies, both impacts shall be to glass or other glazing infill. For test specimens with more than one light of glass, a single light closest to the center of the assembly shall be selected and impacted twice in accordance with Section R4403.16.2.5. If a light of glass is sufficiently small to cause the 5-inch (127 mm) radius circle to overlap, two separate lights shall be impacted one time each.
R4403.16.2.5.1.1 For window, fixed glass and skylight assemblies comprised of different glass thickness, types of glass or different types of glazing infill, each separate thickness or type shall be impacted twice in accordance with Section R4403.16.2.5.
R4403.16.2.5.2 For doors, wall cladding and external protection devices, both impacts shall be to the thinnest section through the assembly. For doors, wall cladding and external protection devices with horizontal and/or vertical bracing, both impacts shall be within a single area that is not reinforced and shall be in accordance with Section R4403.16.2.5.
R4403.16.2.5.2.1 For doors with glass, the glass shall be impacted twice and the thinnest section through the assembly that is not glass shall be impacted twice in accordance with Section R4403.16.2.5.
R4403.16.2.6 In the case of glazing, if the three test specimens that comprise a test successfully reject the two missile impacts, they shall then be subjected to the cyclic pressure loading defined in Table R4403.16.
R4403.16.2.6.1 If external protection devices are employed to protect windows, fixed doors or skylights, they must resist the large missile impacts specified in Sections R4403.16.2.3 and R4403.16.2.4 without deformations which result in contact with the windows, fixed glass, glass block and doors or skylights they are intended to protect.
R4403.16.2.6.2 If external protection devices are not designed to be air tight, following the large missile impact test, they must resist an application of force corresponding to those listed in Table R4403.15.4 (fatigue load testing) without detaching from their mountings. The acting pressure cycles shall be simulated with loads applied through a mechanical system attached to the shutter specimen to apply uniformly around the shutter perimeter a force equal to the product of the required pressure and the area of the shutter specimen.
R4403.16.2.7 If air leakage through the test specimen is excessive, tape may be used to cover any cracks and joints through which leakage is occurring. Tape shall not be used when there is a probability that it may significantly restrict differential movement between adjoining members. It is also permissible to cover both sides of the entire specimen and mounting panel with a single thickness of polyethylene film no thicker than 0.050 mm (2 mils). The technique of application is important in order that the full load is transferred to the specimen and that the membrane does not prevent movement or failure of the specimen. Apply the film loosely with extra folds of material at each corner and at all offsets and recesses. When the load is applied, there shall be no fillet caused by tightness of plastic film.
R4403.16.2.8 A particular system of construction shall be deemed to comply with this recommended practice if three test specimens reject the two missile impacts without penetration and resist the cyclic pressure loading with no crack forming longer than 5 inches (127 mm) and 1/16 inch (1.6 mm) wide through which air can pass.
R4403.16.2.9 If only one of the three test specimens in a test fails to meet the above listed criteria, one retest of this system of construction (another test sequence with three specimens) shall be permitted.
R4403.16.3 Small missile impact test.
R4403.16.3.1 This test shall be conducted on three test specimens. This test shall be applicable to the construction units, assemblies, and materials to be used above 30 feet (9.1 m) in height in any and all structures.
R4403.16.3.2 Each test specimen shall consist of the entire assembled unit, including frame and anchorage as supplied by the manufacturer for installation in the building, or as set forth in a referenced specification, if applicable. The fasteners used in mounting the test specimen shall be identical in size and spacing to those to be used in field installations.
R4403.16.3.3 The missiles shall consist of solid steel balls each having a mass of 2 grams (0.07 oz) (+/-5 percent) with a 5/16-inch (7.9 mm) nominal diameter.
R4403.16.3.4 Each missile shall impact the surface of each test specimen at a speed of 130 feet per second (40 m/s).
R440.16.3.5 Each test specimen shall receive 30 small missile impacts except as noted in Sections R4403.16.3.5.1 and Section R4403.16.3.5.2 delivered in groups of 10 at a time: the first 10 distributed uniformly over a 2-square-foot (0.19 m2) area located at the center of the test specimen, the second 10 distributed uniformly over a 2-square-foot (0.19 m2) area located at the center of the long dimension of the specimen near the edge, and the third 10 distributed uniformly over a 2-square-foot (0.19 m2) area located at a corner of the specimen.
R4403.16.3.5.1 For window and skylight assemblies, all impacts shall be to glass or other glazing infill. For test specimens with more than one light of glass, a single light closest to the center of the assembly shall be selected and impacted in accordance with Section R4403.16.3.5. If a light of glass is sufficiently small to cause the 5-inch (127 mm) radius circles to overlap, separate lights may be impacted; however, there must be a total of 30 impacts within the assembly.
R4403.16.3.5.1.1 For window, fixed glass and skylight assemblies comprised of glass with different thickness, types of glass or different types of glazing infill, each separate thickness or type shall be impacted in accordance with Section R4403.16.3.5.
R4403.16.3.5.2 For doors, wall cladding and external protection devices, all impacts shall be to the thinnest section through the assembly. For doors, wall cladding and external protection devices with horizontal and/or vertical bracing, all impacts shall be within a single area that is not reinforced and shall be impacted in accordance with Section R4403.16.3.5.
R4403.16.3.5.2.1 For doors with glass, the glass shall be impacted in accordance with Section R4403.16.3.5 and the thinnest section through the assembly that is not glass shall be impacted in accordance with Section R4403.16.3.5.
R4403.16.3.6 In the case of glazing, after completion of the small missile impacts, each test specimen shall then be subjected to the cyclic pressure loading defined in Table R4403.16.
R4403.16.3.6.1 If external protection devices are employed to protect windows, doors or skylights, they must resist the small missile impacts specified in Sections R4403.16.3.3 and R4403.16.3.4 without deformations that result in contact with the windows, glass, doors or skylights they are intended to protect.
R4403.16.3.6.2 If external protection devices are not designed to be air tight, following the small missile impact test, they must resist an application of force corresponding to those listed in Table R4403.15.4 (fatigue load testing) without detaching from their mountings. The acting pressure cycles shall be simulated with loads applied through a mechanical system attached to the shutter specimen to apply uniformly around the shutter perimeter a force equal to the product of the required pressure and the area of the shutter specimen.
R4403.16.3.7 If air leakage through the test specimen is excessive, tape may be used to cover any cracks and joints through which leakage is occurring. Tape shall not be used when there is a probability that it may significantly restrict differential movement between adjoining members. It is also permissible to cover both sides of the entire specimen and mounting panel with a single thickness of polyethylene film no thicker than 0.050 mm (2 mils). The technique of application is important for the full load to be transferred to the specimen and to ensure the membrane does not prevent movement or failure of the specimen. Apply the film loosely with extra folds of material at each corner and at all offsets and recesses. When the load is applied, there shall be no fillet caused by tightness of plastic film.
R4403.16.3.8 A particular system of construction shall be deemed to comply with this test if three test specimens reject the small missile impacts without penetration and resist the cyclic pressure loading with no crack forming longer than 5 inches (127 mm) and 1/16 inch (1.6 mm) in width through which air can pass.
R4403.16.3.9 If only one of the three test specimens in a test fails to meet the above listed criteria, one retest of the system (another test sequence with three specimens) of construction shall be permitted.
R4403.16.4 Construction assemblies deemed to
comply with R4403.16.
1.
Exterior concrete
masonry walls of minimum nominal 8 inch (203 mm) thickness, constructed in
accordance with Section R4407 of this code.
2. Exterior frame walls or gable ends
constructed in accordance with Section R4408 and Section R4409 of this code,
sheathed with a minimum 19/32-inch (15 mm) CD exposure 1 plywood and clad with
wire lath and stucco installed in accordance with Section
R4411 of this code.
3. Exterior frame walls and roofs constructed in
accordance with Section R4408 of this code sheathed with a minimum 24-gauge rib deck
type material and clad with an approved wall finish.
4. Exterior reinforced concrete elements
constructed of solid normal weight concrete (no voids), designed in accordance
with Section R4405 of this code and having a minimum 2 inches (51 mm)
thickness.
5. Roof systems constructed in accordance with
Section R4408 or Section R4409 of this code, sheathed with a minimum 19/32-inch (15 mm)
CD exposure 1 plywood or minimum nominal 1-inch (25 mm) wood decking and
surfaced with an approved roof system installed in accordance with Section R4402 of this code.
All connectors shall be specified by the building designer
of record for all loads except impact.
TABLE R4403.16
CYCLIC WIND PRESSURE LOADING
|
INWARD
ACTING PRESSURE |
OUTWARD
ACTING PRESSURE |
||
|
RANGE |
NUMBER
OF CYCLES1 |
RANGE |
NUMBER
OF CYCLES1 |
|
0.2 PMAXto 0.5
PMAX2 |
3,500 |
0.3 PMAXto 1.0
PMAX2 |
50 |
|
0.0 PMAXto 0.6
PMAX2 |
300 |
0.5 PMAXto 0.8
PMAX2 |
1,050 |
|
0.5 PMAXto 0.8
PMAX2 |
600 |
0.0 PMAXto 0.6
PMAX2 |
50 |
|
0.3 PMAXto 1.0
PMAX2 |
100 |
0.2 PMAXto 0.5
PMAX2 |
3,350 |
|
Notes: 1. Each cycle shall have minimum duration of 1
second and a maximum duration of 3 seconds and must be performed in a
continuous manner 1. 2. PMAX = 0.6 x ultimate design
load in accordance with ASCE 7. The pressure spectrum shall be applied to
each test specimen beginning with inward acting pressures followed by the
outward acting pressures in the order from the top of each column to the
bottom of each column. |