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
R4408
[4- Code Cycle Modification to be submitted to strike section and
refer to appropriate FBC,B sections]
HIGH-VELOCITY
HURRICANE ZONES — STEEL
R4408.1
General. Steel
construction.
R4408.1.1
Design. Steel and
iron members shall be designed by methods admitting of rational analysis
according to established principles or methods.
R4408.1.2 The design, fabrication and erection
of iron and steel for buildings and other structures shall be as set forth in
this section. The requirements set forth in Sections R4408.2 through R4408.8
herein, inclusive, apply to structural steel for buildings and other
structures. Sections R4408.9 and R4408.10, apply to cold-formed members of
sheet or strip steel and light-gauge steel construction.
R4408.1.3 The following standards,
as set forth in Chapter 43 of this code, are hereby adopted.
1. American Institute of Steel Construction, AISC:
a. Manual of Steel Construction, 2005 Thirteenth
Edition AISC, including Specification for Structural Steel Buildings, 360-05
b. Serviceability Design Considerations for Low-Rise
Buildings, AISC.
c. Engineering for Steel Construction, AISC.
d. Detailing for Steel Construction, AISC.
e. Iron and Steel Beams - 1873 to 1952, AISC.
f. Torsional Analysis of Steel Members, AISC.
g. Engineering
for Steel Construction, AISC.
h. Detailing
for Steel Construction, AISC.
i. Iron and Steel Beams - 1873 to 1952,
AISC.
j. Plastic Design of Braced Multistory
Steel Frames, AISC.
k. Torsional Analysis of Steel Members,
AISC.
2. American Iron and Steel Institute, AISI:
a. Specification for the Design of
Cold-Formed Steel Structural Members, AISI.
b. Fire-Resistant Steel-Frame
Construction, AISI.
c. Fire-Safe Structural Steel – A
Design Guide, AISI.
d. Designing Fire Protection for Steel
Trusses, AISI.
[1- Default – Not related to
structural wind resistance design]
[2- Fire/Life Safety]
e. Cold-Formed Steel Design Manual, AISI
f. Specifications
for the Design of Light-gauge Cold-Formed Stainless Structural Members, AISI.
g. Specification
for the Criteria for Structural Application of Steel Cables for Buildings,
AISI.
h. Designing Fire Protection for Steel
Columns, AISI.
[1- Default – Not related to
structural wind resistance design]
[2- Fire/Life Safety]
i. Design Manual for Structural Tubing,
AISI.
3. American National Standards
Institute/American Society of Civil Engineers, ANSI/ASCE.
a. Specifications
for the Design and Construction of Composite Slabs and Commentary on
Specifications for the Design and Construction of Composite Slabs, ANSI/ASCE 3.
b. Specifications
for the Design of Cold-Formed Stainless Steel Structural Members, ANSI/ASCE 8.
c. Guideline
for Structural Condition Assessment of Existing Buildings, ANSI/ASCE 11.
[1- Default – Not related to structural wind resistance design]
4. American National Standards
Institute/American Welding Society, ANSI/AWS
a. Standard Welding Procedure and
Performance Qualification, AWS B2.1.
b. Recommended Practice for Stud Welding,
AWS C5.4.
c. Structural Welding Code - Steel,
ANSI/AWS D1.1.
d. Structural Welding Code - Sheet Metal,
AWS D1.3.
e. Structural Welding Code –
Reinforcing Steel, ANSI/AWS D1.4
f. Specification for Welding of Sheet
Metal, AWS D9.1.
g. Standard
for Qualification of Welding Procedures and Welders for Piping and Tubing, AWS
D10.9.
5. American Society for Testing and
materials, ASTM.
a. Standard
Specification for General Requirements for Rolled Steel Plates, Shapes, b.
Sheet Piling and Bars for Structural Use, ASTM A 6.
b. Standard
Specifications for High-Strength Bolts for Structural Steel Joints, ASTM A 325.
c. Standard
Specification for Heat-Treated Steel Structural Bolts. 150 KSI Minimum Tensile
Strength, ASTM A 490.
d. Standard
Specification for General Requirements for Steel Sheet, Zinc Coated
(Galvanized) by the Hot Dip Process, ASTM A 525.
6. National Association of Architectural
Metal Manufacturers, NAAMM.
a. Metal Grating Manual, NAAMM.
7. Rack Manufacturers Institute/American
National Standards Institute, RMI/ANSI.
a. Industrial Steel Storage Racks Manual,
RMI.
b. Manual
of Safety Practices - A code of Practices for the Use of Industrial and
Commercial Steel Storage Racks, RMI/ANSI MH16.2.
8. Research Council on Structural
Connections of the Engineering Foundation, RCSCEF.
a. Specification for Structural Joints
Using ASTM A 325 or A 490 Bolts, RCSCEF.
9. Shelving Manufacturers Association, a
Products Section of the Material Handling Institute/American National Standards
Institute, SMA/ANSI.
a. Specification
for the Design, Testing, Utilization and Application of Industrial Grade Steel
Shelving, SMA/ANSI MH281.
[1- Default – Not related to
structural wind resistance design]
10. Steel Deck Institute, Inc., SDI.
a. Standard Practice Details, SDI.
b. SDI Manual of Construction with Steel
Deck, SDI.
c. Deck Damage and Penetrations, SDI.
d. Steel Deck Institute Design Manual.
e. LRFD Design Manual for Composite Beams
and Girders with Steel Deck, SDI.
f. Diaphragm Design Manual, SDI.
11. Steel Joist Institute, SJI.
a. Standard
Specifications, Load Tables and Weight Tables for Steel Joists and Joist
Girders, SJI.
b. Structural
Design of Steel Joist Roofs to Resist Ponding Loads, Technical Digest No. 3,
SJI.
RE-NUMBER?
g. Vibration of Steel Joist-Concrete Slab
Floors, Technical Digest No. 5, SJI.
h. Structural
Design of Steel Joist Roofs to Resist Uplift Loads, Technical Digest No. 9,
SJI.
i. Welding of Open Web Steel, Technical
Digest No. 8, SJI.
j. Handling
and Erection of Steel Joists and Joist Girders, Technical Digest No. 9, SJI.
k. 60-Year Steel Joist Manual, SJI.
12. Steel Structures Painting Council, SSPC.
a. Steel Joist Shop Paint, SSPC - Paint
15.
[1- Default – Not related to
structural wind resistance design]
b. A Guide to the Shop Painting of
Structural Steel, SSPC/AISC.
13. Underwriters Laboratories, Inc., UL.
a. Test for Uplift Resistance of Roof
Assemblies, UL 580.
14. Welded Steel Tube Institute, Inc., WSTI.
a. Manual of Cold Formed Welded Structural
Steel Tube.
R4408.1.4
Workmanship. Steel construction shall be in conformance with the tolerances,
quality and methods of construction as set forth in Section R4408.1.3.
[1- Default – Not related to
structural wind resistance design]
R4408.1.5 Statements
of the structural responsibilities of architects and licensed engineers on the
design of structural steel systems.
R4408.1.5.1 The
structural engineer of record and/or the architect of record shall be
responsible for all aspects of the structural design including the design of
components and connections. The structural construction documents may assign to
the fabricator the responsibility for implementing the design as specified and
for maintaining fabrication and erection tolerances and for ensuring the fit
and erectability of the structure.
R4408.1.5.2 The
structural engineer of record and/or the architect of record may elect to
detail all connections on the structural construction documents and require
fabrication in accordance with those details.
R4408.1.5.3
Alternately the structural engineer of record and/or the architect of record
may permit the fabricator to select or modify connections subject to review and
approval by the structural engineer of record and/or the architect of record.
In that case, the structural construction documents shall specify criteria for
the design of connections and shall identify the nature, magnitude and location
of all design loads.
R4408.1.5.4 The
structural engineer of record and/or the architect of record shall require the
submission of fabrication and erection drawings for review as an indication
that his or her intent has been understood and the specified criteria have been
used.
R4408.1.5.5
Structural submittals requiring engineering input, such as dealing with
substitute connections, shall be accompanied by design calculations and shall
bear the impressed seal, signature and date of the specialty engineer who
prepared them.
[1- Default – Not
related to structural wind resistance design]
SECTION
R4408.2
HIGH-VELOCITY
HURRICANE ZONES — MATERIAL
R4408.2.1
Steel. Steel shall
conform to the physical requirements set forth in the applicable standard in
Section R4408.1.3.
R4408.2.2
High-strength steel bolts.
High-strength steel bolts shall conform to the requirements set forth in the
applicable standards of Section R4408.1.3.
R4408.2.3
Used and damaged material.
All steel shall be straight and true, and any section damaged to be out of
shape shall not be used. Steel previously used or fabricated for use or
fabricated in error shall not be used except with the approval of the building
official. Filled holes or welds shall not be concealed. Straightened or
retempered fire-burned steel shall not be used except with the approval of the
building official.
R4408.2.4
Tests. The building
official may require tests and/or mill records to determine the quality of
materials.
R4408.2.5
Ribbed bolts. Ribbed
bolts shall be made from carbon manganese steel with a minimum tensile strength
of 70,000 psi (482.7 MPa).
SECTION
R4408.3
HIGH-VELOCITY
HURRICANE ZONES — DESIGN LOADS
R4408.3.1 Design shall be based on the dead,
live, wind and other loads set forth in Section R4403 and the additional stress
considerations set forth in this section.
SECTION
R4408.4
HIGH-VELOCITY
HURRICANE ZONES — MINIMUM THICKNESS OF MATERIAL
R4408.4.1 The minimum thickness of material
shall not be less than as set forth in the applicable standards listed in
Section R4408.1.3 except as otherwise set forth herein.
SECTION
R4408.5
HIGH-VELOCITY
HURRICANE ZONES — CONNECTIONS
R4408.5.1 Connections shall conform to the
requirements of the applicable standards set forth in Section R4408.1.3.
R4408.5.2 A Florida-registered architect or
licensed engineer shall inspect the welding and high-strength bolting of
structural steel framing and welding, bolting and fastening of lightweight
material systems and metal sidings of buildings with areas exceeding 1,000
square feet (93 m2).
R4408.5.3 Welding in the shop or field may be
done only by AWS certified welders.
SECTION
R4408.6
HIGH-VELOCITY
HURRICANE ZONES — TUBULAR COLUMNS
R4408.6.1 Tubular columns and other primary
compression members, excluding secondary posts and struts not subject to
bending and whose design load does not exceed 2,000 pounds (8900 N), shall have
a minimum least dimension of 21/2 inches (64 mm) and a minimum wall thickness
of 3/16 inch (4.8 mm).
R4408.6.2 Tubular members when filled with
concrete shall have 1/4 inch (6.4 mm) diameter pressure relief holes drilled through
the shell, within 6 inches (152 mm) of the top and bottom of the exposed length
of the member and one hole at mid-height.
R4408.6.3 Concrete fill in tubular members
shall not be assumed to carry any of the load except in compression members
having a least dimension of 8 inches (203 mm) or greater and having a 1-inch
(25 mm) inspection hole in the plate at each end.
SECTION R4408.7
HIGH-VELOCITY
HURRICANE ZONES — PROTECTION OF METAL
R4408.7.1 All field
rivets, bolts, welds and abrasions to the shop coat shall be spot painted or
treated with the material used for the shop coat, or an equivalent comparable
to the shop coat, after removal of all objectionable deleterious materials.
R4408.7.2 Primary
structural steel members, except where intended to be encased in concrete,
shall have one shop coat of paint and, if exposed to the atmosphere or elements
in the completed building or structure shall receive a second shop coat of
paint or be field painted in addition to the initial shop coat with lead,
graphite or asphalt paint or other approved coating compatible with the shop
coat, except as herein provided. Surfaces of members in contact with, but not
encased in, concrete or masonry shall be asphalt coated or otherwise
effectively coated where the thickness of the metal is 3/16 inch (4.8 mm) or
less.
R4408.7.3 Members
having a corrosion-resistive metallic coating of zinc of not less than G90
Coating Designation (1.25 ounces; 35 grams) or other equivalent approved
coating are not required to have the shop and field coating.
R4408.7.4 Where
structural members are exposed to industrial fumes, fresh and/or salt water,
salt water spray, and other corrosive agents, such members shall be effectively
protected with a corrosion-resistive metallic or other equivalent approved
coating.
R4408.7.5
Corrosion-resistant steels with or without painting or coating may be approved
where sufficient test or other factual data establishing the satisfactory
performance under the particular exposure conditions or usage is submitted to
and approved by the building official.
[1- Default – Not
related to structural wind resistance design]
SECTION
R4408.8
HIGH-VELOCITY
HURRICANE ZONES — OPEN WEB STEEL JOISTS
R4408.8.1
Standards. Open web
steel joists shall comply with the standards set forth in Section R4408.1.3.
R4408.8.2 Statements of responsibilities of
architects and professional engineers on the design of structural systems using
open web steel joists.
R4408.8.2.1 The structural construction documents
shall designate the standards for joist design and shall indicate layout, end
supports, anchorage, bridging requirements, etc., including connections to
walls. The structural construction documents shall indicate special
requirements for concentrated loads, openings, extended ends and resistance to
uplift.
R4408.8.2.2 The structural engineer of record
and/or the architect of record shall require structural submittals for the
structural engineer of record's review and/or the architect of record's review
as an indication that his or her intent has been understood and that the
specified criteria have been used. The structural submittals, unless catalog
submittals, shall bear the impressed seal, signature and date of the specialty
engineer who prepared them.
R4408.8.2.3 The structural submittals shall
identify the specific project, shall list the design criteria and shall show
all joist location information and details necessary for proper installation.
R4408.8.3
Design.
R4408.8.3.1 Open web steel joist systems shall be
designed to accommodate the loads and forces set forth in Section R4403.
R4408.8.3.2 Net uplift forces for all zones,
applied to the joist systems, shall be clearly indicated on the structural
construction documents.
R4408.8.3.3 Where the net uplift force is equal
to or greater than the gravity load of construction, all web and bottom chord
members shall comply with slenderness ratio requirements for top chord and for
compression members other than top chord as provided for in the standards set
forth in Section R4408.1.3(11).
R4408.8.3.4 The slenderness ratio about the
horizontal axis can be used in determining the capacity of the top chord
provided the top chord is stayed laterally by the deck system. The top chord
for superimposed dead and live loads shall be considered to be stayed laterally
if:
1. A poured-in-place concrete slab is in
direct contact with the top chord.
2. A light gauge steel deck complying with
Section R4408.9 is fastened to the top chord.
3. Any other approved deck system such
that attachments of the top chord to the deck are capable of resisting a
lateral force specified in the standard set forth in Section R4408.1.3 and the
spacing of the fasteners does not exceed 24 inches (610 mm) along the chord.
R4408.8.3.5 When the bottom chord under net
uplift loads is in compression, the bottom chord shall be stayed laterally by a
bracing system adequately anchored at each end.
R4408.8.3.6 Fastenings shall be bolting, welding
or other approved fastening device that provides a resistance to lateral
movement as required by rational analysis or by test, but not less than 400
pounds per foot (5838 N/m).
R4408.8.4
Connections. The
joints and connections of members of steel joists shall be made by welding or
bolting.
R4408.8.5
Bridging.
R4408.8.5.1 All bridging and anchors shall be
completely installed before application of any construction loads. Bridging
shall secure the chords against lateral movement and shall position and hold
the joists vertical and in a straight line.
R4408.8.5.2 Bridging members shall be of material
having a thickness not less than:
1. 1/8 inch (3.2 mm) for hot-rolled
sections.
2. 16 gauge for cold-formed sections.
3. 1/2 inch (12.7 mm) diameter for round
members.
R4408.8.5.3 Bridging shall be connected to the
chords of the joists by welding, bolting or other positive mechanical means.
Each attachment shall be capable of resisting a horizontal force specified in
the standard set forth in Section R4408.1.3.
R4408.8.5.4 Bridging shall be connected to the
chords of the joists by bolting or welding at all points of contact and shall
be capable of transmitting the forces required of the bridging members. The
ends of all bridging lines shall terminate at walls or beams and shall be anchored
thereto and where anchorage is not possible, stability shall be provided by
additional bracing.
R4408.8.5.5 Where uplift forces are a design
requirement, a single line of continuous bottom chord bridging shall be
provided near the first panel points.
R4408.8.6
End supports and anchorage.
R4408.8.6.1 Joists shall not bear directly on
unit masonry unless masonry is designed as engineered unit masonry with
properly reinforced, grout-filled continuous bond beam.
R4408.8.6.2 The ends of every joist shall be
bolted, welded or encased in concrete at each point of bearing to provide not
less resistance in any direction than 50 percent of the Steel Joist Institute
rated end reaction horizontally and 100 percent of the net uplift reaction
specified in the structural construction documents.
R4408.8.6.3 The ends of joists shall have a
minimum bearing, on reinforced concrete and steel supports as specified in the
standard set forth in Section R4408.1.3(11).
R4408.8.7
Fabrication. Steel
joists shall be manufactured by plants having a certificate of competency
issued by the authority having jurisdiction.
R4408.8.8 Shop
standards. The applicant for building permit will not be required to submit
shop drawings for steel joists except as set forth in Sections R4408.8.8.1 and
R4408.8.8.2.
R4408.8.8.1 The
master permit drawings required by this code shall describe all steel to be
used in the proposed building or structure, including open-web frames and
trusses, and shall detail member sizes, spacing, attachment and welding
including provision for unusual loading such as concentrated loads, unusual
cantilevering, soffit framing and continuity except that such prime drawings
may designate standard open-web steel joists by SJI number and symbol.
R4408.8.8.2 Where
standard open-web steel joists are designated on the prime drawings by
customary SJI numbers or symbols, the manufacturer, fabricator or supplier may
be required to submit design computations, stress diagrams, sizes of members
and sizes of welds to the building official for approval before installation to
demonstrate that the units to be provided do, in fact, comply with the
specifications and performance standards set forth by SJI. Only design
computations prepared by a professional engineer will be accepted. Resubmission
of any fabricator designs so submitted and approved will not be required for
each subsequent job. Proof of the characteristics of the material may be
required for any steel for which a minimum yield strength in excess of 36,000
psi (248.2 MPa) is used as the basis of design.
[1- Default – Not
related to structural wind resistance design]
SECTION
R4408.9
HIGH
VELOCITY HURRICANE ZONES — COLD-FORMED STEEL CONSTRUCTION
R4408.9.1 Cold-formed steel construction shall
include individual structural members, structural decks or wall panels, and
nonstructural roofing, siding and other construction elements formed from sheet
or strip steel and as set forth in Section R4408.1.3(2).
R4408.9.2
Standards.
Cold-formed steel used in structural applications shall conform to the
standards set forth in Section R4408.1.3(2).
R4408.9.2.1 Galvanizing as referred to herein is
to be zinc coating conforming to the standard set forth in Section
R4408.1.3(5)(d).
R4408.9.3
Individual structural members.
Design, fabrication and erection of individual cold-formed steel structural
members shall be as set forth herein.
R4408.9.3.1 All structural members shall be
positively connected to resist the loads set forth in Section R4403.
R4408.9.3.2 All connections shall be by welding,
riveting, bolting or other approved fastening devices or methods providing
positive attachment and resistance to loosening. Fasteners shall be of
compatible material.
R4408.9.3.3 Cables and rods shall not be used as
lateral bracing in habitable structures. Lateral bracing, when used, shall have
a slenderness ratio of 300 or less, unless restricted by any other section of
this code.
R4408.9.3.4 Doors and windows in pre-engineered metal building systems shall be
designed as a structural component member and shall conform to all requirements
in this section.
R4408.9.3.5 All doors shall be anchored as part
of the frame in the closed position.
R4408.9.3.6 No increase in strength shall be
allowed for the effect of cold work.
R4408.9.4
Structural sheets.
Decks and panels with or without an approved fill material may be designed as
diaphragms in accordance with Diaphragm Design Manual of the Steel Deck
Institute, provided other limitations in this code are complied with.
R4408.9.4.1 Poured fill on roof and floor decks
shall not be assumed to have any structural value to support or resist vertical
or lateral loads or to provide stability or diaphragm action unless so
designed, and poured fill and/or applied materials do not degrade when
subjected to moisture.
R4408.9.4.2 Positive attachment of sheets shall
be provided to resist uplift forces. Attachment shall be as set forth in
Section R4408.9.3.1 and as required by rational analysis, and/or tests, but not
less frequently than the following maximum spacing:
1. One fastener shall be placed near the
corner of each sheet or at overlapping corners of sheets.
2. Along each supporting member, the
spacing of fasteners shall not exceed 8 inches (203 mm) on centers at ends of
sheets or 12 inches (305 mm) on centers.
3. The spacing of edge fasteners between
panels, and between panels and supporting members, parallel to the direction of
span, where continuous interlock is not otherwise provided shall be not more
than 12 inches (305 mm) on centers.
4. Fastening shall be by bolting, welding
or other approved fastening device that provides a resistance to lateral
movement as required by rational analysis or by test, but not less than 400
pounds per lineal foot (5838 N/m).
5. Poured lightweight concrete fill will
be acceptable as continuous interlock.
6. Attachment to the supporting structure
shall be provided at all perimeters and discontinuities by fasteners spaced at
no more than 8 inches (203 mm) on center.
7. Wall panels shall be attached as set
forth in Section R4408.9.4.2(1),(2) and (3).
R4408.9.4.3 Metal siding and roof panels shall be
not less than 24 gauge.
Exception: Roof panels having an approved fill
material designed to act as a diaphragm may use a lighter deck gauge provided
that the Product Approval for the fill material allows its use over the same
deck gauge, but in no case shall the deck be less than 26 gauge. The permit
applicant shall provide the building official with signed and sealed structural
calculations for the diaphragm design prepared by a licensed architect or
engineer proficient in structural design. The diaphragm design shall comply
with the applicable requirements of Section R4403 and Section R4408.
R4408.9.4.4 Deflection of metal siding and roof
panels shall not exceed L/240.
R4408.9.4.5 The bending stress of metal siding
and roof panels shall be designed using a safety factor of not less than 2.5.
R4408.9.4.6 Minimum roof decking uplift loads
shall comply with the design requirements of Section R4403 utilizing rational
analysis, but not less than UL 580 Class 90.
R4408.9.4.7 Reserved.
R4408.9.4.8 Metal siding and roof panels shall be
designed, where possible, to be continuous over two or more spans.
R4408.9.5
Nonstructural sheets.
Steel sheet sections not suitable by rational analysis for self-supporting
structural sheets shall be termed roofing and siding. Roofing and siding shall
be used only over solid wood sheathing or equivalent backing.
R4408.9.5.1 Attachment of sheets shall be as set
forth in Section R4408.9.4.2
R4408.9.6
Protection of metal.
All members shall be treated with protective paint coatings or equivalent
protection except as permitted in Sections R4408.9.6.1 or R4408.9.6.2.
R4408.9.6.1 All steel sheets having a thickness
of less than 20 gauge, i.e., materials of higher gauge, shall be galvanized in
accordance with the standards of Section R4408.1.3(5)(d) herein to provide a
minimum coating designation of G90.
R4408.9.6.2 Abrasions or damages to the
protective coating shall be spot-treated with a material and in a manner
compatible to the shop protective coating.
R4408.9.7 Welding shall conform to the
requirements of Sections R4408.1.3, R4408.5.2 and R4408.5.3.
SECTION
R4408.10
HIGH-VELOCITY
HURRICANE ZONES — PREENGINEERED, PREFABRICATED METAL BUILDING SYSTEMS AND
COMPONENTS (PREENGINEERED STRUCTURES)
R4408.10.1
Scope. Metal
buildings (pre-engineered structures)
shall include, but not be limited to, tapered or straight web structural steel
frames and predominantly cold formed steel secondary components, including, but
not limited to, girts, purlins, roof sheets, wall sheets, etc.
R4408.10.2
Standards. Frames and
components shall comply with the standards set forth in Section R4408.1.3.
R4408.10.3 Structural construction documents for
pre-engineered structures shall indicate
the necessary measures for adapting the structures to the specific site. The
structural construction documents shall indicate all openings, concentrated
loads and other special requirements. Foundation conditions assumed in the
design shall be indicated as well as the location and magnitude of building
reactions on that foundation under all design conditions.
R4408.10.4 Structural
submittals.
R4408.10.4.1 The
structural engineer of record and/or the architect of record shall require
structural submittals for review as an indication that his or her intent has
been understood and that the specified criteria have been used. The structural
submittals shall bear the impressed seal, signature and date of the specialty
engineer who prepared them.
R4408.10.4.2 The
structural submittals shall identify the project and list loading and other
design criteria. The fabrication and erection drawings shall indicate in detail
the construction of the standard structure used or as modified to comply with
the requirements of the particular project. The fabrication and erection
drawings shall indicate all connection details, openings and other special
details. The fabrication and erection drawings shall show the magnitude and
location of building reactions on the foundation under all design conditions.
Calculations supporting the design shall be submitted not only for the standard
structure, but also for modifications and for related components requiring
structural design.
[1- Default – Not related to
structural wind resistance design]
R4408.10.5
Design. A building or
component system in this section shall have a structural engineer of record
and/or architect of record responsible for the overall design and performance
of the entire building including the foundation and the anchorage of the pre-engineered metal systems buildings thereto.
The structural engineer of record and/or the architect of record shall provide
the structural construction documents necessary for permitting.
R4408.10.5.1 Calculations for drift and deflection
of the metal system building shall be by the specialty engineer.
R4408.10.5.2 Calculations for deflection shall be
done using only the bare frame method. Reductions based on engineering judgment
using the assumed composite stiffness of the building envelope shall not be
allowed. Drift shall follow AISC serviceability design considerations for
low-rise buildings. The use of composite stiffness for deflection calculations
shall be permitted only when actual calculations for the stiffness are included
with the design for the specific project. When maximum deflections are
specified by the structural construction documents, calculations shall be
included in the design data.
R4408.10.5.3 The manufacturer shall design the
metal system building and/or component system in accordance with the provisions
of Section R4403, and the design shall be signed, dated and sealed by the
specialty engineer and reviewed by the structural engineer of record and/or the
architect of record. The manufacturer of the metal system building and or
component system shall be responsible to provide all reactions to the
structural engineer of record and/or the architect of record.
R4408.10.5.4 Fastenings shall be by bolting,
welding or other approved fastening device that provides a resistance to
lateral movement as required by rational analysis or by test, but not less than
400 pounds per lineal foot (5838 N/m).
R4408.10.6
Permitting.
R4408.10.6.1 The
applicant for a building permit will be required to submit structural
construction documents indicating the overall building dimensions, haunch and
eave heights, roof slopes, bay spacing, column locations, approximate frame and
component profiles, foundation details and fire rating details and the
magnitude and location of building reactions on the foundation under all design
conditions prior to the issuance of the permit.
R4408.10.6.2 Prior to
the commencement of erection of the structure, the structural submittal and
calculations, including, but not limited to, fabrication and erection drawings
signed, dated and sealed by the specialty engineer and reviewed by the
architect of record and/or the structural engineer of record, shall be
submitted and approved by the building department.
R4408.10.6.3 Where
the roofing and siding are structural sheets consisting of clip-mounted
standing seam or other direct screw attached panel system and are in themselves
the finished product, a separate roofing permit shall not be required.
R4408.10.7
Fabrication and erection.
R4408.10.7.1
Fabrication shall be done in accordance with the standards mentioned above. The
manufacturer shall provide a letter certifying that the building has been
designed and fabricated in accordance with the above referenced standards.
[1- Default – Not
related to structural wind resistance design]
R4408.10.7.2 Temporary bracing shall be provided
during erection and shall remain in place until all structural frames, purlins,
girts, flange braces, cable or rod bracing and sheets used as diaphragms have
been installed,
R4408.10.8
Roof sheets, wall sheets, roof panels and wall panels.
R4408.10.8.1 All
building envelope components shall have Product Approval.
[1- Default – Not related to
structural wind resistance design]
R4408.10.8.2 The fusion welding of structural
members and structural sheets defined in Section R4408.9.4 and less than 22
gauge (0.0299 inch nominal) in thickness shall have minimum of 5/8 inch (17 mm)
diameter welds through weld washers not less than 14-gauge in thickness and 1
inch (25 mm) in diameter, contoured if necessary to provide continuous contact,
or an equivalent device.
R4408.10.8.3 Clip-mounted standing-seam roof
sheets shall not be used as diaphragms nor shall they be considered as adequate
lateral bracing of the flange of the secondary member to which they are
attached unless one or both of these features are designed into the sheathing
system and the manufacturer can certify by testing and/or analysis that such
capabilities exist and are appropriately defined.
R4408.10.8.4 Structural standing-seam roof sheets
shall be a minimum of 24 gauge (0.0239 inch nominal) in thickness.
R4408.10.8.5 Direct screw attached roof and wall
sheets may be used as diaphragms provided the sheets are a minimum of 24 gauge
(0.0239 inch nominal) in thickness. Additionally, these sheets shall be
considered to laterally brace the flange of the secondary member to which they
are attached.
R4408.10.8.6 See Section R4408.9 for additional
requirements for roof sheets, wall sheets, roof panels and wall panels.
R4408.10.9
Roof purlins and wall girts.
R4408.10.9.1 Adequate bracing shall be provided to
the compression flanges of secondary members with special attention to those
members subject to uplift or outward pressures where no roof or wall sheets are
attached to provide such bracing. Sag rods shall not be considered bracing when
located in the neutral axis of the web of the secondary members.
R4408.10.9.2 Roof purlins and wall girts shall be
laterally braced in addition to relying on deck and panel diaphragm action.
R4408.10.9.3 The ends and bearing points of
secondary members shall be designed to carry 100 percent of dead, live and
collateral loads superimposed on them by wind.
R4408.10.9.4 Upward or outward forces of wind are
to be calculated without live and collateral loads. When downward or inward
forces caused by wind are involved, the dead forces plus collateral load forces
must be combined but the roof live load may be omitted.
R4408.10.10
Individual structural members.
R4408.10.10.1 Cables and rods shall not be used as
lateral bracing in habitable structures. Lateral bracing, when used, shall have
a slenderness ratio of 300 or less, unless restricted by any other section of
this code.
R4408.10.10.2 Doors
and windows in preengineered metal building systems shall have Product
Approval.
[1- Default – Not related to
structural wind resistance design]
R4408.10.10.3 All doors shall be anchored as part
of the frame in the closed position.
R4408.10.10.4 No increase in strength shall be
allowed for the effect of cold work.
R4408.10.10.5 See Section R4408.9 for additional
requirements for preengineered metal building systems and components.
R4408.10.11
Inspection.
R4408.10.11.1 Metal
system buildings shall be inspected by a Florida-registered architect or
professional engineer.
R4408.10.11.2 Metal
systems building construction shall comply with the requirements of the AISC
Metal Building Certification Program, Category MB Certified.
R4408.10.11.3 Letter
of certification. The metal systems building manufacturer shall submit a
written certification prepared, signed, dated and sealed by the specialty
engineer registered to practice in the State of Florida verifying that the
building system design and metal wall and roof system design including, but not
limited to, panels, clips, support system components, etc., meet the indicated
loading requirements and codes of the authorities having jurisdiction. The
certification shall reference specific dead loads, live loads, wind
loads/speeds, tributary area load reductions (if applicable), collateral loads,
end use categories, crane loads, accessory loads, load combinations, governing
code bodies including year and load applications. The letter of certification
shall be provided to the structural engineer of record and/or the architect of
record, the special inspector and the building department prior to the issuance
of the certificate of occupancy.
R4408.10.11.4
Structural construction documents demonstrating compliance with this code shall
be reviewed and approved by the special inspector prior to the issuance of a
certificate of occupancy.
[1- Default – Not
related to structural wind resistance design]
SECTION
R4408.11
HIGH-VELOCITY
HURRICANE ZONES — CHAIN LINK FENCES
R4408.11.1 Chain link fences in excess of 12
feet (3.7 m) in height shall be designed according to the loads specified in
Section R4403.
R4408.11.2 Chain link fences less than 12 feet
(3.7 m) in height shall be designed according to the loads specified in Section
R4403 or may be constructed to meet the minimum requirements specified in Table
R4408.11.