HIGH-VELOCITY HURRICANE ZONES—
Deletion legend:
[1- Default – Not related
to structural wind resistance design]
[2- Fire/Life Safety]
[3- Covered in model base
code]
SECTION 2214
HIGH-VELOCITY HURRICANE ZONES— GENERAL—STEEL CONSTRUCTION
2214.1 Design. Steel and iron members shall be designed by methods admitting of rational analysis according to established principles or methods.
2214.2 The design, fabrication and erection of iron and steel for buildings and other structures shall be as set forth in this Chapter. The requirements set forth in Sections 2215 through 2221 herein, inclusive, apply to structural steel for buildings and other structures. Sections 2222 and 2223, apply to cold-formed members of sheet or strip steel and light-gauge steel construction.
2214.3
The following standards, as set forth in Chapter 35 of this code, are hereby
adopted.
1. American Institute of
Steel Construction, AISC:
a.
Manual of Steel Construction, 2005, Thirteenth Edition, AISC,
Specification for Structural Steel Buildings.360-05.
[3- Covered in model base
code]
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
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 & #150; 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-Gage 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.
[3- Covered in model base
code]
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.
[3- Covered
in model base code]
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.
c. Vibration of Steel Joist-Concrete Slab Floors, Technical Digest No. 5 , SJI.
d. Structural Design of Steel Joist Roofs to Resist Uplift Loads, Technical Digest No. 6, SJI.
e. Welding of Open Web Steel, Technical Digest No. 8 , SJI.
f. Handling and Erection of Steel Joists and Joist Girders, Technical Digest No. 9, SJI.
g. 60-Year Steel Joist Manual, SJI.
12. Steel
Structures Painting Council, SSPC.
a. Steel
Joist Shop Paint, SSPC - Paint 15.
b. A
Guide to the Shop Painting of Structural Steel, SSPC/AISC.
[1- Default – Not related
to structural wind resistance design]
13. Underwriters
Laboratories, Inc., UL.
a. Test
for Uplift Resistance of Roof Assemblies, UL 580.
[3- Covered
in model base code]
14. Welded Steel Tube Institute, Inc., WSTI.
a. Manual of Cold Formed Welded Structural Steel Tube.
2214.4 Workmanship. Steel construction shall be in
conformance with the tolerances, quality and methods of construction as set
forth in Section 2214.3.
[1- Default – Not related
to structural wind resistance design]
2214.5 Statements of the structural responsibilities of
architects and professional engineers on the design of structural steel
systems.
2214.5.1 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.
2214.5.2 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.
2214.5.3 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.
2214.5.4 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.
2214.5.5 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 2215
HIGH-VELOCITY HURRICANE ZONES—MATERIAL
2215.1 Steel. Steel shall conform to the physical requirements
set forth in the applicable standard in Section 2214.3.
2215.2 High-strength steel bolts. High-strength steel
bolts shall conform to the requirements set forth in the applicable standards
of Section 2214.3.
[3- Covered
in model base code]
2215.3 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.
2215.4 Tests. The building official may require tests
and/or mill records to determine the quality of materials.
[3- Covered in model base
code]
2215.5 Ribbed bolts. Ribbed bolts shall be made from carbon manganese steel with a minimum tensile strength of 70,000 per square inch (482.7 MPa).
SECTION 2216
HIGH-VELOCITY HURRICANE ZONES— DESIGN LOADS
2216.1 Design shall be based on the dead, live, wind and other loads set forth in Chapter 16 (High-Velocity Hurricane Zones) and the additional stress considerations set forth in this Chapter.
SECTION 2217
HIGH-VELOCITY HURRICANE ZONES— MINIMUM THICKNESS OF MATERIAL
2217.1 The minimum thickness of material shall not be less than as set forth in the applicable standards listed in Section 2214.3 except as otherwise set forth herein.
SECTION 2218
HIGH-VELOCITY HURRICANE ZONES— CONNECTIONS
2218.1 Connections shall conform to the requirements of
the applicable standards set forth in Section 2214.3.
2218.2 A Florida-registered architect or professional
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).
2218.3 Welding in the shop
or field shall be performed by welders who have been qualified under the applicable
AWS code.
[3- Covered in model base
code]
SECTION 2219
HIGH-VELOCITY HURRICANE ZONES— TUBULAR COLUMNS
2219.1 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).
2219.2 Tubular members when filled with concrete shall have 1/4-inch diameter (6.4 mm) 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 midheight.
2219.3 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 2220
HIGH-VELOCITY HURRICANE ZONES— PROTECTION OF METAL
2220.1 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.
2220.2 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.
2220.3 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.
2220.4 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.
2220.5 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 2221
HIGH-VELOCITY HURRICANE ZONES— GENERAL—OPEN WEB STEEL JOISTS
2221.1 Standards. Open web steel joists shall comply with the standards set forth in Section 2214.3.
2221.2 Statements of responsibilities of architects and
professional engineers on the design of structural systems using open web steel
joists.
2221.2.1 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.
2221.2.2 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.
2221.2.3 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.
[3- Covered in model base
code]
2221.3 Design.
2221.3.1 Open web steel joist systems shall be designed
to accommodate the loads and forces set forth in Chapter 16 (High-Velocity
Hurricane Zones).
2221.3.2 Net uplift forces for all zones, applied to the
joist systems, shall be clearly indicated on the structural construction
documents.
2221.3.3 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 2214.3(11).
2221.3.4 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 2222 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 2214.3 and the spacing of the fasteners does not exceed 24 inches (610
mm) along the chord.
2221.3.5 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.
2221.3.6 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).
2221.4 Connections. The joints and connections of members
of steel joists shall be made by welding or bolting.
[3- Covered in model base
code]
2221.5 Bridging.
2221.5.1 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.
2221.5.2 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.
2221.5.3 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 2214.3.
2221.5.4 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.
2221.5.5 Where uplift forces are a design requirement, a
single line of continuous bottom chord bridging shall be provided near the
first panel points.
[3- Covered in model base
code]
2221.6 End supports
and anchorage.
2221.6.1 Joists shall not bear directly on unit masonry unless masonry is designed as engineered unit masonry with properly reinforced, grout-filled continuous bond beam.
2221.6.2 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 (SJI) rated end reaction horizontally and 100 percent of the net uplift reaction specified in the structural construction documents.
2221.6.3 The ends of joists shall have a minimum bearing, on reinforced concrete and steel supports as specified in the standard set forth in Section 2214.3(11).
2221.7 Fabrication. Steel joists shall be manufactured by
plants having a certificate of competency issued by the authority having
jurisdiction.
[3- Covered in model base
code]
2221.8 Shop standards. The applicant for building permit
will not be required to submit shop drawings for steel joists except as set
forth in Sections 2221.8.1 and 2221.8.2.
2221.8.1 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 Steel
Joist Institute (SJI) number and symbol.
2221.8.2 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 per square inch (248.2 MPa) is
used as the basis of design.
[1- Default
– Not related to structural wind resistance design]
SECTION 2222
HIGH-VELOCITY HURRICANE ZONES— COLD-FORMED STEEL CONSTRUCTION
2222.1 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 2214.3(2).
2222.2 Standards. Cold-formed steel used in structural applications shall conform to the Standards set forth in Section 2214.3(2).
2222.2.1 Galvanizing as referred to herein is to be zinc coating conforming to the standard set forth in Section 2214.3(5)(d).
2222.3 Individual structural members. Design, fabrication and erection of individual cold-formed steel structural members shall be as set forth herein.
2222.3.1 All structural members shall be positively connected to resist the loads set forth in Chapter 16 (High-Velocity Hurricane Zones).
2222.3.2 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.
2222.3.3 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.
2222.3.4 All doors shall be anchored as part of the frame in the closed position.
2222.3.5 No
increase in strength shall be allowed for the effect of cold work.
2222.4 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.
2222.4.1 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.
2222.4.2 Positive attachment of sheets shall be provided to resist uplift forces. Attachment shall be as set forth in Section 2222.3.1 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 2222.4.2(1),(2) and (3).
2222.4.3 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 Chapter 16 and Chapter 22 (High-Velocity Hurricane Zones).
2222.4.4 Deflection of metal siding and roof panels shall not exceed L/240.
2222.4.5 The bending stress of metal siding and roof panels shall be designed using a safety factor of not less than 2.5.
2222.4.6 Minimum roof decking uplift loads shall comply with the design requirements of Chapter 16 (High-Velocity Hurricane Zones) utilizing rational analysis, but not less than UL 580 Class 90.
2222.4.7 Reserved.
2222.4.8 Metal siding and roof panels shall be designed, where possible, to be continuous over two or more spans.
2222.5 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.
2222.5.1 Attachment of sheets shall be as set forth in Section 2222.4.2
2222.6 Protection of metal. All members shall be treated with protective paint coatings or equivalent protection except as permitted in Sections 2222.6.1 or 2222.6.2.
2222.6.1 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 2214.3(5)(d) herein to provide a minimum coating designation of G90.
2222.6.2 Abrasions or damages to the protective coating shall be spot-treated with a material and in a manner compatible to the shop protective coating.
2222.7 Welding
shall conform to the requirements of Sections 2214.3, 2218.2 and 2218.3.
[3- Covered
in model base code]
SECTION 2223
HIGH-VELOCITY HURRICANE ZONES— PRE-ENGINEERED, PREFABRICATED METAL
BUILDING SYSTEMS AND COMPONENTS (PRE-ENGINEERED STRUCTURES)
2223.1 Scope. Metal buildings (preengineered 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.
2223.2 Standards. Frames and components shall comply with the standards set forth in Section 2214.3.
2223.3 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.
2223.4 Structural submittals.
2223.4.1 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.
2223.4.2 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]
2223.5 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 preengineered metal systems buildings thereto. The structural engineer of record and/or the architect of record shall provide the structural construction documents necessary for permitting.
2223.5.1 Calculations for drift and deflection of the metal system building shall be by the specialty engineer.
2223.5.2 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.
2223.5.3 The manufacturer shall design the metal system building and/or component system in accordance with the provisions of Chapter 16 (High-Velocity Hurricane Zones), 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.
2223.5.4 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).
2223.6 Permitting.
2223.6.1 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.
2223.6.2 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.
2223.6.3 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.
2223.7 Fabrication
and erection.
2223.7.1 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]
2223.7.2 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,
2223.8 Roof sheets,
wall sheets, roof panels and wall panels.
2223.8.1 All building envelope components shall have
Product Approval.
[1- Default
– Not related to structural wind resistance design]
2223.8.2 The fusion welding of structural members and structural sheets defined in Section 2222.4 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.
2223.8.3 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.
2223.8.4 Structural standing-seam roof sheets shall be a minimum of 24 gauge [0.0239 inch (.6 mm) nominal] in thickness.
2223.8.5 Direct screw attached roof and wall sheets may be used as diaphragms provided the sheets are a minimum of 24 gauge [0.0239 inch (.6 mm) nominal] in thickness. Additionally, these sheets shall be considered to laterally brace the flange of the secondary member to which they are attached.
2223.8.6 See Section 2222 for additional requirements for roof sheets, wall sheets, roof panels and wall panels.
2223.9 Roof purlins
and wall girts.
2223.9.1 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.
2223.9.2 Roof purlins and wall girts shall be laterally braced in addition to relying on deck and panel diaphragm action.
2223.9.3 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.
2223.9.4 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.
2223.10 Individual
structural members.
2223.10.1 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.
2223.10.2 Doors and windows in metal building systems
shall have Product Approval.
[1- Default – Not related
to structural wind resistance design]
2223.10.3 All doors shall be anchored as part of the frame in the closed position.
2223.10.4 See Section 2222 for additional requirements for metal building systems and components.
2223.11 Inspection.
2223.11.1 Metal system buildings shall be inspected by a
Florida-registered architect or professional engineer.
2223.11.2 Metal building system manufacturers shall be accredited
under an independent third-party inspection program that requires a minimum of
two audits per year and is approved by the authority having jurisdiction.
2223.11.3 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.
2223.11.4 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 2224
HIGH-VELOCITY HURRICANE ZONES— CHAIN LINK FENCES
2224.1 Chain link fences in excess of 12 feet (3.7 m) in height shall be designed according to the loads specified in Chapter 16 (High-Velocity Hurricane Zones).
2224.2 Chain link fences less than 12 feet (3.7 m) in height shall be designed according to the loads specified in Chapter 16 (High-Velocity Hurricane Zones) or may be constructed to meet the minimum requirements specified in Table 2224.
TABLE
2224 CHAIN LINK FENCE MINIMUM REQUIREMENTS
|
Fence Height (ft) |
Terminal Post Dimensions |
Line Post Dimensions |
Terminal Post Concrete Foundation Size |
Line Post Concrete Foundation Size |
|
Up to 4 |
2 3/8 x 0.042 |
1 5/8 x 0.047 |
10 x 24 |
8 x 24 |
For SI: 1 inch = 25.4 mm.
NOTES:
1. This table is applicable only to fences with unrestricted airflow.
2. Fabric: 121/2 gauge minimum.
3. Tension bands: Use one less than the height of the fence in feet evenly spaced.
4. Fabric ties: Must be minimum the same gauge of the fabric.
5. Fabric tie spacing on the top rail: Five ties between posts, evenly spaced.
6. Fabric tie spacing on line posts: One less than height of the fence in feet, evenly spaced.
7. Either top rail or top tension wire shall be used.
8. Braces must be used at terminal posts if top tension wire is used instead of top rail.
9. Post spacing: 10 foot (3 m) on center maximum.
10. Posts shall be embedded to within 6 inches (152 mm) from the bottom of the foundation.
11. In order to follow the contour of the land, the bottom of the fence may clear the contour of the ground by up to 5 inches (127 mm) without increasing table values to the next higher limit.