Note: Section 1615
was modified to re-designate as Section 1616 in order to minimize reformatting
of Chapter 17.
High-Velocity Hurricane Zones
Revise Section 1615 HVHZ Minimum
loads in order to add to it sections 1612, 1613, and 1614 for the purpose of
maintaining the IBC09 format and at the same time minimize the level of
formatting for the HVHZ sections.
Deletion legend:
[1- Default – Not related
to structural wind resistance design]
[2- Fire/Life Safety]
[3- Covered in model base
code]
SECTION 1615 1616 HIGH-VELOCITY HURRICANE
ZONES—
GENERAL, DEFLECTION, VOLUME CHANGES AND MINIMUM LOADS
General:
(previously s.1612)
1615.1
1616.1
General design requirements.
1615.1.1 1616.1.1
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.
1615.1.2 1616.1.2
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.
1616.1.3
No building structure or part thereof shall be designed for live loads less
than those specified in this Chapter or ASCE 7 with commentary, except as
otherwise noted in this code.
[3- Covered in model base
code 1607]
1616.1.4
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.
[3- Covered in model base
code 1607.9]
1616.1.5
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.
[3- Covered in model base
code 1607]
1616.1.6 1616.1.6 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.
1615.2
1616.2
General design for specific occupancies and structures.
1615.2.1
1616.2.1
Fences. Fences not exceeding 6 feet (1829 mm) in height from grade maybe
designed for 75 mph(33 m/s) fastest mile wind speed or 115 mph (40 m/s)
3-second gust.
1615.2.1.1
1616.2.1.1
Wood fences. Wood fence design shall be as specified by Section 2328.
1615.2.2
1616.2.2
Sway forces in stadiums.
1. The sway force applied to seats in stadiums, grandstands, bleachers and reviewing stands shall be not less than 24 pounds per lineal foot (350 N/m), applied perpendicularly and along the seats.
2. Sway forces shall be applied simultaneously with gravity loads.
3. Sway forces need not be applied simultaneously with other lateral forces.
1615.3
1616.3 DEFLECTION
1615.3.1 1616.3.1 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 1616.3, 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 (3.7 m) 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 (3.7 m) 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 (3 m) length, 10 feet (3 m) width, and 7 feet (2.1 m) height . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . L/80
11. Roofs and exterior walls of storage buildings larger than utility sheds . . . . . . . . . . . . . . L/180
1615.4
1616.4
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.
1616.5
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.
[3- Covered in model base
code 1607]
1616.6
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.
[3- Covered in model base
code 1607.4]
1616.6.1
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 over manufacturing commercial storage and warehousing, and
commercial garage floors shall be capable of safely carrying a suspended,
concentrated load of not less than 2,000 pounds (8896 N) in addition to dead
load. For all other occupancies, a minimum load of 200 pounds (890 N) shall be
used.
[3- Covered in model base
code Table 1607.1(26)]
TABLE
1616
MINIMUM
UNIFORMLY DISTRIBUTED LIVE LOADS
See
Tables 4-1 of ASCE 7 with commentary,
except as otherwise noted below
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For SI: 1 pound
per square foot = 47.88 Pa.
1. Use actual equipment weight when greater.
2. Increase when occupancy exceeds this amount.
[3- Covered in model base
code Table 1607.1]
SECTION 1616
HIGH-VELOCITY HURRICANE ZONES-ROOF LIVE LOADS
1616.1 Minimum roof live loads. Roofs shall be designed
for a live load of not less than 30 psf (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
psf (718 Pa).
2. Ordinary
pitched and curved roofs, with a slope of 11/2:12, 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 psf (958 Pa).
3. Utility
sheds shall be designed for a live load of not less than 15 psf (718 Pa).
1616.2 Special purpose roofs. Roofs used for assembly,
roof gardens, promenade or walkway purposes shall be designed for a minimum
live load of 100 psf (4788 Pa). Other special purpose roofs shall be designed
for appropriate loads as directed or approved by the building official.
1616.3 Roof decking. Roof decking shall be designed to
support the live load set forth in Section 1616.1 or a load of 100 pounds per
foot (445 N) applied as a 1 foot (305 mm) wide strip perpendicular to, and at
the center of, the span of the decking between supports, whichever is more
critical.
[3- Covered
in model base code 1607] Complete section above.
SECTION 1617
HIGH-VELOCITY HURRICANE ZONES-ROOF DRAINAGE
1617.1 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.
1617.2 Where roofs are not designed in accordance with Section 1617.1, 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.
1617.3 Drains or scuppers installed to provide overflow drainage shall be not less in aggregate area than as shown in Figure 1617.3, 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.
FIGURE 1617.3
REQUIRED AREA OF
OVERFLOW SCUPPERS
1617.4 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.
1617.5 Ponding loads. Roofs shall be designed to preclude instability from ponding loads.
1617.6 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 1618
HIGH-VELOCITY HURRICANE ZONES-
SPECIAL LOAD CONSIDERATIONS
1618.1 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.
1618.2 Below grade structures.
1618.2.1 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.
1618.2.2 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.
1618.2.3 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.
1618.2.4 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.
1618.3 Helistops/heliports. In addition to other design
requirements of this chapter, heliport and helistop loading or touchdown areas
shall be designed for the maximum stress induced by the following:
1. Dead
load plus actual weight of the helicopter.
2. Dead
load plus two single concentrated impact loads approximately 8 feet (2.4 m) apart
anywhere on the touchdown pad (representing each of the helicopter's two main
landing gear, whether skid type or wheeled type), with each concentrated load
covering 1 square foot (0.09 m2) and having a minimum magnitude of 0.75 times
the gross weight of the helicopter. Both loads acting together total a minimum
of 1.5 times the gross weight of the helicopter.
3. The
dead load plus a uniform live load of 60 psf (2873 Pa).
[3- Covered in model base
code 1607]
1618.4 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.
[3- Covered in model base
code 1607]
1618.4.1 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.
[1- Default – Not related
to structural wind resistance design]
1618.4.2 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.
[1- Default – Not related to structural wind resistance design]
1618.4.3 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.
[1- Default – Not related to structural wind resistance design]
1618.4.4 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 (.04 m2) in
area.
[1- Default – Not related to structural wind resistance design]
1618.4.5 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.
[1- Default – Not related to structural wind resistance design]
1618.4.6 Railing.
1618.4.6.1 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.
[1- Default – Not related to structural wind resistance design]
1618.4.6.2 Intermediate rails, balusters and panel
fillers shall be designed for a uniform horizontal load of not less than 25 psf
(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 Section 1618.4.6.1 in designing the main supporting members of
guards.
[1- Default
– Not related to structural wind resistance design]
1618.4.6.3. 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 using a 400 foot-pound (542 N) 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-inch (76 mm) diameter sphere may freely pass. The glass panel shall remain within the supporting frame.
1618.4.6.4 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.
1618.4.7 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.
[1- Default – Not related to structural wind resistance design]
1618.5 Vehicle safeguard barriers. Vehicle safeguard
barriers are required in parking garages whenever there is a difference in
level exceeding 1 foot (305 mm).
[1- Default – Not related to structural wind resistance design]
1618.5.1 Unless separate pedestrian safeguards are
provided vehicle safeguard barriers shall, in addition to the requirements of
this section, meet all other requirements of Section 1618.4.
[1- Default – Not related to structural wind resistance design]
1618.5.2 The requirement of Section 1618.4.3 for the
rejection of a 6-inch (152 mm) diameter object shall be met when the barrier is
subjected to a horizontal load of 25 psf (1197 Pa), applied as specified in
Section 1618.4.6.2.
[1- Default
– Not related to structural wind resistance design]
1618.5.3 Vehicle safeguard barriers shall be capable of
resisting a minimum horizontal ultimate load of 10,000 pounds (44.5 kN) applied
18 inches (457 mm) above the floor at any point in the barrier system. This
load need not be applied in combination with loads specified in Section
1618.4.6.1 and Section 1618.4.6.2. Vehicle safeguard barrier systems of metal
framing, concrete or masonry may be designed by allowable stress design for a
concentrated horizontal load of 7,500 pounds (33 361 N) in lieu of the 10,000
pounds (44.5 kN) ultimate load specified above.
[1- Default – Not related to structural wind resistance design]
1618.6 Special requirements for cable safeguard barriers.
1618.6.1 Horizontal deflection under design load shall
not exceed 18 inches (457 mm).
1618.6.2 The design load shall be assumed to be resisted
by not more than two cables.
1618.6.3 The cable system including anchors shall be
protected against corrosion.
1618.6.4 Cable tension under design load shall not exceed
90 percent of the yield strength of the cable.
1618.6.5 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.
1618.6.6 An installation plan prepared by the structural
engineer of record shall be submitted to the building official for his or her
approval.
1618.6.7 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.
1618.6.8 Drawings shall indicate the initial tension, the
expected increase in tension under vehicular impact and the required maximum
capacity of the strand barrier system.
[1- Default – Not related to structural wind resistance design]
1618.7 Ornamental projections. Ornamental cantilevered
projections on the exterior of buildings shall be designed for not less than 60
psf live load (2873 Pa) or 200 pounds per lineal foot (2919 N/m) applied at the
outer edge, whichever is more critical.
[1- Default
– Not related to structural wind resistance design]
1618.8 Interior wall and partitions. Permanent,
full-height interior walls and partitions shall be designed to resist a lateral
live load not less than 5 psf (239 Pa) and if sheathed with lath and plaster,
deflection at this load shall not exceed L/360.
[3- Covered in model base
code 1607]
1618.9 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 ACI 530/ASCE 5/TMS 402 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 1619
HIGH VELOCITY HURRICANE ZONES —
LIVE LOAD REDUCTIONS
1619.1 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 4.7 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
1616.1.
1619.2 Allowable live load reductions.
1619.2.1 Permissible reduction in live loads shall be as
provided in Section 4.7 of ASCE 7 with commentary.
1619.2.2 Limitations on live load reduction shall be as
noted in Section 4.7 of ASCE 7 with commentary.
1619.2.3 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] Complete section above.
SECTION 1620
HIGH-VELOCITY HURRICANE ZONES—
WIND LOADS
1620.1 Buildings and structures, and every portion thereof, shall
be designed and constructed to meet the requirements of Chapters 26 through 31
of ASCE 7.
1620.2 Wind velocity (3-second gust) used in structural calculations shall be as follows:
Miami-Dade County
Risk Category I Buildings and Structures: 165 mph
Risk Category II Buildings and Structures: 175 mph
Risk Category III and IV Buildings and Structures: 186 mph
Broward County
Risk Category I Buildings and Structures: 156 mph
Risk Category II Buildings and Structures: 170 mph
Risk Category III and IV Buildings and Structures: 180 mph
1620.3 All buildings and structures shall be considered to be in Exposure Category C, unless Exposure Category D applies, as defined in Section 26.7 of ASCE 7.
1620.4 For wind force calculations, roof live loads shall not be considered to act simultaneously with the wind load.
1620.5 Utility sheds shall be designed for a wind load of not less than 15 psf (718 Pa).
1620.6 Rooftop
structures and equipments. The lateral force on rooftop structures and equipment
with Af less than(0.1Bh) located on buildings of all heights shall be
determined from Equation 29.5-1 of ASCE 7 in which the value of GCf shall be
taken as 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 Equation 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 1621
HIGH-VELOCITY HURRICANE ZONES—
OVERTURNING MOMENT AND UPLIFT
1621.1 Computations for overturning moment and uplift shall be based on ASCE 7.
1621.2 Overturning and uplift stability of any building, structure or part thereof taken as a whole shall be provided, and shall be satisfied by conforming to the load combination requirements of ASCE 7.
SECTION
1622
HIGH-VELOCITY
HURRICANE ZONES—
SCREEN
ENCLOSURES
1622.1 Screen
enclosures.
1622.1.1 The wind loads on screen surfaces shall be per ASCE 7 based on the
ratio of solid to gross area.
1622.1.2 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 an Florida registered
architect or engineer.
1622.2 Windbreakers.
1622.2.1 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.
1622.2.2 Permanent frame shall be designed per section 1620 and 1622.1.2.
SECTION 1623
HIGH-VELOCITY HURRICANE ZONES—
LIVE LOADS POSTED AND OCCUPANCY PERMITS
1623.1 Live loads posted. The live loads in every
building, structure or part thereof of Group F, M or S Storage occupancy
approved by the building official shall be shown on plates supplied by the
owner or his authorized agent, in that part of each space to which such loads
apply.
1623.1.1 Such plates shall be of approved durable
materials displaying letters and figures not less than 3/8 inch (9.5 mm) in
height, and shall be securely affixed to the structure in conspicuous places.
1623.1.2 Such notices shall not be removed or defaced and
where defaced, removed or lost, it shall be the responsibility of the owner to
cause replacement as soon as possible.
1623.2 Occupant loads. Plans for proposed buildings or
structures of Group F, M or S storage occupancy areas in buildings of any
occupancy shall show the allowable loading for each portion of the floor and
roof areas and certificates of use and occupancy, as defined in Section 110 of
this code, shall not be issued until such loads are posted as set forth in
Section 1623.1.
1623.2.1 Change in occupant load. No change in the
occupancy of any building shall be made until a certificate of occupancy has
been issued certifying that the building official has approved the building as
suitable for the loads characteristic of the proposed occupancy.
1623.2.2 Maximum floor and roof loads observed. It shall
be unlawful at any time to place, or permit to be placed, on any floor or roof
of a building or structure, a load greater than that for which the floor or
roof is approved by the building official.
[1- Default
– Not related to structural wind resistance design] Complete section above.
SECTION 1624
HIGH-VELOCITY HURRICANE ZONES—
FOUNDATION DESIGN
1624.1 Design procedure. The minimum area of a footing or
number of piles under a foundation shall be determined in the following manner:
1624.1.1 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.
1624.1.2 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.
1624.1.3 The minimum area of other footings or number of
piles shall be designed on the basis of their respective dead loads only.
1624.1.4 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.
1624.1.5 The live load used in the above calculations may
be the total reduced live load in the member immediately above the foundation.
1624.1.6 The building official may require submittal of
design computations employed in foundation design.
1624.2 Wind effects. Reserved.
1624.2.1 Reserved.
[1- Default
– Not related to structural wind resistance design] Complete section above.
SECTION 1625
HIGH-VELOCITY HURRICANE ZONES—
LOAD TESTS
1625.1 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 compliance. Testing methods shall be as specified by this code for the specific material.
1625.2 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 the material or assembly under dead plus live load shall deflect not more than as set forth in Section 1613, 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.
1625.3 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.
1625.4 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 1625.4.
TABLE 1625.4 FATIGUE LOADING SEQUENCE
|
RANGE OF TEST |
NUMBER OF CYCLES1 |
|
0 to 0.5pmax2 |
600 |
|
0 to 0.6pmax |
70 |
|
0 to 1.3pmax |
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. |
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 1626, shall be subject to fatigue loading testing and shall obtain product approval by the building official.
SECTION 1626
HIGH-VELOCITY HURRICANE ZONES—
IMPACT TESTS FOR WIND-BORNE DEBRIS
1626.1 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.
i.
Exterior balconies or porches under existing roofs or decks enclosed with screen
or removable vinyl and acrylic panels complying with Section 1622.1or Section
1622.2 shall not be required to be protected and openings in the wall
separating the unit from the balcony or porch shall not be required to be
protected unless required by other provisions of this code.
1626.2 Large missile
impact tests.
1626.2.1 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.
1626.2.2 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.
1626.2.3 The large missile shall be comprised of a piece of timber having nominal dimensions of 2 inches by 4 inches (51 mm by 102 m) weighing 9 pounds (4.1 kg).
1626.2.4 The large missile shall impact the surface of each test specimen at a speed of 50 feet per second (15.2 m/s).
1626.2.5 Each test specimen shall receive two impacts except as noted in Sections 1626.2.5.1 and 1626.2.5.2, 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.
1626.2.5.1 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 1626.2.5. 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.
1626.2.5.1.1 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 1626.2.5.
1626.2.5.2 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 1626.2.5.
1626.2.5.2.1 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 1626.2.5.
1626.2.6 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 1626.
1626.2.6.1 If external protection devices are employed to protect windows, fixed doors or skylights, they must resist the large missile impacts specified in Sections 1626.2.3 and 1626.2.4 without deformations which result in contact with the windows, fixed glass, glass block, and doors or skylights they are intended to protect.
1626.2.6.2 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 1625.4 (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.
1626.2.7 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.
1626.2.8 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.
1626.2.9 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.
1626.3 Small missile
impact test.
1626.3.1 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.
1626.3.2 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.
1626.3.3 The missiles shall consist of solid steel balls each having a mass of 2 grams (0.07 oz) (+/-5 percent) with a 5/16-in. (7.9 mm) nominal diameter.
1626.3.4 Each missile shall impact the surface of each test specimen at a speed of 130 feet per second (40 m/s).
1626.3.5 Each test specimen shall receive 30 small missile impacts except as noted in Sections 1626.3.5.1 and 1626.3.5.2 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 area (0.19 m2) 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.
1626.3.5.1 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 1626.3.5. 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.
1626.3.5.1.1 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 1626.3.5.
1626.3.5.2 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 1626.3.5.
1626.3.5.2.1 For doors with glass, the glass shall be impacted in accordance with Section 1626.3.5 and the thinnest section through the assembly that is not glass shall be impacted in accordance with Section 1626.3.5.
1626.3.6 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 1626.
1626.3.6.1 If external protection devices are employed to protect windows, doors or skylights, they must resist the small missile impacts specified in Sections 1626.3.3 and 1626.3.4 without deformations that result in contact with the windows, glass, doors or skylights they are intended to protect.
1626.3.6.2 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 1625.4 (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.
1626.3.7 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 insure 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.
1626.3.8 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.
1626.3.9 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.
1626.4 Construction
assemblies deemed to comply with Section 1626.
1. Exterior concrete masonry walls of minimum nominal 8-inch (203 mm) thickness, constructed in accordance with Chapter 21 (High-Velocity Hurricane Zones) of this code.
2. Exterior frame walls or gable ends constructed in accordance with Chapter 22 and Chapter 23 (High-Velocity Hurricane Zones) 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 Chapter 25 of this code.
3. Exterior frame walls and roofs constructed in accordance with Chapter 22 (High-Velocity Hurricane Zones) of this code sheathed with a minimum 24-gage 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 Chapter 19 (High-Velocity Hurricane Zones) of this code and having a minimum 2-in. (51 mm) thickness.
5. Roof systems constructed in accordance with Chapter 22 or Chapter 23 (High-Velocity Hurricane Zones) 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 Chapter 15 of this code.
All connectors shall be specified by the building designer of record for all loads except impact.
TABLE 1626 CYCLIC WIND PRESSURE LOADING
|
INWARD ACTING PRESSURE |
OUTWARD ACTING PRESSURE |
||
|
RANGE |
NUMBER OF CYCLES1 |
RANGE |
NUMBER OF |
|
0.2 PMAX to 0.5 PMAX2 |
3,500 |
0.3 PMAX to 1.0 PMAX |
50 |
|
0.0 PMAX to 0.6 PMAX |
300 |
0.5 PMAX to 0.8 PMAX |
1,050 |
|
0.5 PMAX to 0.8 PMAX |
600 |
0.0 PMAX to 0.6 PMAX |
50 |
|
0.3 PMAX to 1.0 PMAX |
100 |
0.2 PMAX to 0.5 PMAX |
3,350 |
|
NOTES: |