R101.2 Scope. The provisions of the Florida Building Code, Residential, shall apply to the construction, alteration, movement, enlargement, replacement, repair, equipment, use and occupancy, location, removal and demolition of detached one– and two–family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures.
1. Live/work units complying with the requirements of Section 419438of the Florida Building Code, Building shall be permitted to be built as one- and two-family dwellings or townhouses. Fire suppression required by Section 419.5438.5 of the Florida Building Code, Building when constructed under the Florida Building Code, Residential shall conform to Section 903.3.1.3 of the International Building Code. Florida Building Code, Building.
2.Existing buildings undergoing repair, alteration or additions, and change of occupancy shall comply with the Florida Building Code, Existing Building Code.
[CA4531] Chapter 2 – DEFINITIONS
Revise the following definitions to read as follows:
AdditionADDITION. An extension or increase in floor area, number of stories or height of a building or structure.
Means of escapeMEANS OF ESCAPE. A way out of a building or structure that does not conform to the strict definition of means of egress but does provide an alternate way out. A means of escape consists of a door, stairway, passage or hall providing a way of unobstructed travel to the outside at street or ground level. It may also consist of a passage through an adjacent nonlockable space, independent of and remotely located from the means of egress, to any approved exit.
[F4532] UNUSUALLY TIGHT CONSTRUCTION. Construction meeting the following requirements:
1. Walls comprising the building thermal envelope have a continuous water vapor retarder with a
rating of 1 perm [57.4 ng/(s ∙ m2 ∙ Pa)] or less with openings therein gasketed or sealed.
2. Doors and openable windows meet the air leakage requirements of Section N1106; and
3. Caulking or sealants are applied to areas such as joints around window and door frames between
sole plates and floors, between wall‐ceiling joints, between wall panels, at penetrations for plumbing, electrical and gas lines, and at other openings.
R301.1 Application. Buildings and structures, and all parts thereof, shall be constructed to safely support all loads, including dead loads, live loads, roof loads, flood loads, and wind loads as prescribed by this code. The construction of buildings and structures in accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load-resisting elements to the foundation. Buildings and structures constructed as prescribed by this code are deemed to comply with the requirements of this section.
EXCEPTION: Buildings and structures located within the High Velocity Hurricane Zone shall comply only with Sections R302 to R326, inclusive and the provisions of Chapter R44 and section R406. In addition, buildings and structures located in flood hazard areas established in Table R301.2(1) shall comply with Sections R301.2.4 and R322.
Figure R301.2(4) – Change to read as shown.
R301.2.1.1 Design criteria. – Change to read as shown.
R301.2.1.1 Design criteria. (no change)
1-5 (no change)
6. The MAF Guide to Concrete Masonry Residential Construction in High Wind Areas shall be permitted for applicable concrete masonry buildings where Vasd, determined in accordance with Section R301.2.1.3 does not exceedfor a basic wind speed of 130 mph (58 m/s) or less in Exposure B and 110 mph (49 m/s) or less in Exposure C in accordance with Figure R301.2(4)
7. The applicable AF&PA WFCM Guide to Wood Construction in High Wind Areas shall be permitted for applicable wood-frame buildings in regions where Vasd, determined in accordance with Section R301.2.1.3 does not exceedwith a basic wind speed (Vasd) of 130 mph (58 m/s) or less in Exposure B in accordance with Figure R301.2(4);
The wind speeds in Figure R301.2(4) shall be converted to nominal wind speeds, Vasd, in accordance with Section R301.2.1.3 when the provisions of the standards referenced in Exceptions 1 through 8 are used unless the wind provisions in the standards are based on Ultimate Wind Speeds as specified in Figure R301.2(4) or Chapter 26 of ASCE 7.
R301.2.1.2.1.1 - change to read as follows:
R301.2.1.2.1.1 Modifications to ASTM E 1886 and ASTM E 1996.
Table 1 of ASTM E 1886 and ASTM E 1996 – add column and notes to read as follows:
Air Pressure Cycles
0.2 to 0.5 Ppos1
0.0 to 0.6 Ppos
0.5 to 0.8 Ppos
0.3 to 1.0 Ppos
0.3 to 1.0 Pneg2
0.5 to 0.8 Pneg
0.0 to 0.6 Pneg
0.2 to 0.5 Pneg
Ppos = 0.6 x positive ultimate design load in accordance with ASCE 7.
Pneg = 0.6 x negative ultimate design load in accordance with ASCE 7.
[S4552, Comment after Glitch]
Table 301.2(2) – Change to read as shown.
COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN
ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf)a,b,c,d,e
(No change to table values)
a. The effective wind area shall be equal to the span length multiplied by an effective width. This width shall be permitted to be not be less than one-third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener.
b. For effective areas between those given above, the load may be interpolated; otherwise, use the load associated with the lower effective area.
c. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table R301.2(3).
d. See Figure R301.2(7) for location of zones.
e. Plus and minus signs signify pressures acting toward and away from the building surfaces.
f. Positive design wind pressures shall not be less than +1610 psf and negative design wind pressures shall not be less than -1610 psf.
R301.2(2) – Change to read as shown.
COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf)[S4533]
R311.2 Egress door - revise to add the following exception:
R311.2 Egress door. At least one egress door shall be provided for each dwellingunit. The egress door shall be side-hinged, and shall provide a minimum clear width of 32 inches (813
mm) when measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). The minimum clear height of the door opening shall not be less than 78 inches
(1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be
readily openable from inside the dwellingwithout the use of a key or special knowledge or effort.
Exception: Buildings that are 400 square feet or less and that are intended for use in conjunction with one- and two-family residences are not subject to the door height and width requirements of this code. Comment after Glitch
R3184.108.40.206 - revise to read as shown:
R3220.127.116.11 Profile. The radius of curvature at the leading edge of the tread shall be no greater than 9/16 inch (14.3 mm). A nosing not less than ¾ inch (19 mm) but not more than 1¼ inches (32 mm) shall be provided on stairways with solid risers. The greatest nosing projection shall not exceed the smallest nosing projection by more than 3/8 inch (9.5 mm) between two stories, including the nosing at the level of floors and landings.Every tread less than 10 inches (254 mm) wide shall have a nosing or effective projection of approximately 1 inch (25 mm) over the level immediately below that tread. Beveling of nosing shall not exceed ½ inch (12.7 mm). Risers shall be vertical or sloped from the underside of the leading edge of the tread above at an angle not more than 30 (0.51 rad) degrees from the vertical. Open risers are permitted, provided that the opening between treads does not permit the passage of a 4-inch diameter (102 mm) sphere.
1. A nosing is not required where the tread depth is a minimum of 11 inches (279 mm).
2. The opening between adjacent treads is not limited on stairs with a total rise of 30 inches (762 mm) or less.
R311.7.5 - reformat as follows so that the exception is independent of the specific code provisions.
R311.7.5 Landings for stairways. There shall be a floor or landing at the top and bottom of each stairway.
Exception: A floor or landing is not required at the top of an interior flight of stairs, including stairs in an enclosed garage, provided a door does not swing over the stairs.
A flight of stairs shall not have a vertical rise larger than 12 feet (3658 mm) between floor levels or landings.
The width of each landing shall not be less than the width of the stairway served. Every landing shall have a minimum dimension of 36 inches (914 mm) measured in the direction of travel.
Comment after Glitch 318.2 Penetration. – Change to read as shown.
318.2 Penetration. Protective sleeves around piping penetrating concrete slab-on-grade floors shall not be of cellulose-containing materials. If soil treatment is used for subterranean termite protection, the sleeve shall have a maximum wall thickness of 0.010 inch (0.25 mm), and be sealed withinthe slab using a non-corrosive clamping device to eliminate the annular space between the pipe and the sleeve. No termiticides shall be applied inside the sleeve.
[P4755] SECTION R320
320.1 SCOPE - Change to read as shown.
R320.1 Scope. Shall be in accordance with the provisions of Chapter 11of the Florida Building Code, Building. Accessibility.
R320.1.1 All new single-family houses, duplexes, triplexes, condominiums and townhouses shall provide at least one bathroom, located with maximum possible privacy, where bathrooms are provided on habitable grade levels, with a door that has a 29-inch (737 mm) clear opening. However, if only a toilet room is provided at grade level, such toilet rooms shall have a clear opening of not less than 29 inches (737 mm).
Chapter 4 – FOUNDATIONS
Section R401.1 - revise as follows:
R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for all buildings. In addition to the provisions of this chapter, the design and construction of foundations in areas prone to flooding as established by Table R301.2(1) shall meet the provisions of Section R322. Wood foundations shall be designed and installed in accordance with AF&PA PWF. (see Section R301.2.1.1).
Exceptions: (no change)
Comment after Glitch R404.1.1.1 Masonry foundation walls. – Change to read as shown.
R404.1.1.1 Masonry foundation walls. Concrete masonry and clay masonry foundation walls shall be constructed as set forth in Table R404.1.1(1), R404.1.1(2), R404.1.1(3) or R404.1.1(4) and shall also comply with applicable provisions of Sections R606, R607 and R608. The use of rubble stone masonry foundation walls and plain masonry shall be limited to regions where the ultimate designbasic wind speed, Vult, is 115100 mph or less unless an engineered design is provided.
Table R403.1.2 –In the second row of values (Footing A, Mono, 20, 16, 6, 285, 3) the value under the column for resistance should be 585, not 285, as follows:
Table R403.1.2, second row of values, sixth column: 285585
R403.4.1 Crushed stone footings – Change to read as shown.
R403.4.1 Crushed stone footings. Clean crushed stone shall be free from organic, clayey or silty soils. Crushed stone shall be angular in nature and meet ASTM C 33, with the maximum size stone not to exceed 1/2 inch (12.7 mm) and the minimum stone size not to be smaller than 1/16-inch (1.6 mm). Crushed stone footings for precast foundations shall be installed in accordance with Figure R403.4(1) and Table R403.4. Crushed stone footings shall be consolidated using a vibratory plate in a maximum of 8-inch lifts. Crushed stone footings shall be limited to Seismic Design Categories A, B and C.
TABLE R404.1(1) – Delete Table in its entirety.
TOP REACTIONS AND PRESCRIPTIVE SUPPORT FOR FOUNDATION WALLSa
(delete all text and notes)
R404.1.2.3.1 Compressive strength. – Change to read as shown.
R404.1.2.3.1 Compressive strength. Reserved.The minimum specified compressive strength of concrete, f’c, shall comply with Section R402.2 and shall be not less than 2,500 psi (17.2 MPa) at 28 days.
R404.1.4 Seismic Design Categories D0, D1 and D2 – Change to read as shown. Delete all text in Section R404.1.4 including R404.1.4.1 and R404.1.4.2.
R404.1.4 Seismic Design Categories D0, D1 and D2. Reserved. [S4556]
R404.5.2 Precast concrete foundation design drawings – Change to read as shown.
R404.5.2 Precast concrete foundation design drawings. (no change)
1-5 (no change)
6. BasicUltimatedesignwind speed, Vult from Figure R301.2(4). [S4557]
Chapter 5 – FLOORSTables R502.2.3(1) and R502 – Line and column formatting of tables should be corrected, it appears that there have been software translation problems in the tables, making them unreadable.
Chapter 6 – WALL CONSTRUCTION – Part A R602.2 – Change to read as shown.
R602.2 Design and construction where wind speed is less than 100 miles per hour (45 m/s). Reserved. [S4558]
R606.14.1. Change to read as shown:
R606.14.1 Joist bearing. Except where supported on a 1-inch by 4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the adjoining stud and as provided in Section R606.11, the ends of each joist shall not have less than 11/2 inches (38 mm) of bearing on wood or metal, or less than 3 inches (76 mm) on masonry. Joists shall have a bearing of not less than 11/2 inches (38 mm), except as provided in Section R606.14, and shall be supported in accordance with Figure R606.11(1). Comment after Glitch R610.4.1 Exterior standard-unit panels. – Change to read as shown.
R610.4.1 Exterior standard-unit panels. The maximum area of each individual standard-unit panel shall be 144 square feet (13.4 m2) when the design wind pressure is 20 psf (958 Pa). The maximum area of such panels subjected to design wind pressures other than 20 psf (958 Pa) shall be in accordance with Figure R610.4.1. The maximum panel dimension between structural supports shall be 25 feet (7620 mm) in width or 20 feet (6096 mm) in height. Design wind pressures calculated according to ASCE 7 or obtained from Table R301.2(2) are permitted to be multiplied by 0.6.
R610.4.2 Exterior thin-unit panels. – Change to read as shown.
R610.4.2 Exterior thin-unit panels. The maximum area of each individual thin-unit panel shall be 85 square feet (7.9 m2). The maximum dimension between structural supports shall be 15 feet (4572 mm) in width or 10 feet (3048 mm) in height. Thin units shall not be used in applications where the design wind pressure as stated in Table R301.2(1) exceeds 2033 psf (958 Pa). Design wind pressures calculated according to ASCE 7 or obtained from Table R301.2(2) are permitted to be multiplied by 0.6. [S4560] Comment after Glitch
R611.2 Applicability limits – Change to read as shown.
R611.2 Applicability limits. The provisions of this section shall apply to the construction of exterior concrete walls for buildings not greater than 60 feet (18 288 mm) in plan dimensions, floors with clear spans not greater than 32 feet (9754 mm) and roofs with clear spans not greater than 40 feet (12 192 mm). Buildings shall not exceed 35 feet (10 668 mm) in mean roof height or two stories in height above-grade. Floor/ceiling dead loads shall not exceed 10 pounds per square foot (479 Pa), roof/ceiling dead loads shall not exceed 15 pounds per square foot (718 Pa) and attic live loads shall not exceed 20 pounds per square foot (958 Pa). Roof overhangs shall not exceed 2 feet (610 mm) of horizontal projection beyond the exterior wall and the dead load of the overhangs shall not exceed 8 pounds per square foot (383 Pa).
Walls constructed in accordance with the provisions of this section shall be limited to buildings subjected to a maximum Vasd, determined in accordance with Section R301.2.1.3,design wind speed of 130 miles per hour (58 m/s) Exposure B, 110 miles per hour (49 m/s) Exposure C and 100 miles per hour (45 m/s) Exposure D. Walls constructed in accordance with the provisions of this section shall be limited to detached one- and two-family dwellings and townhouses.
Buildings that are not within the scope of this section shall be designed in accordance with PCA 100 or ACI 318.
R611.8.3 Floor and roof diaphragm construction – Delete section in its entirety.
R611.8.3 Floor and roof diaphragm construction. Floor and roof diaphragms shall be constructed of wood structural panel sheathing, attached to wood framing in accordance with Section R803 or to cold- formed steel floor framing or to cold-formed steel roof framing in accordance with AISI 230. [S4587] R611.9 Requirements for connections where wind speed is less than 100mph –general – Change to read as shown.
R611.9 Requirements for connections where wind speed is less than 100 mph –general . Concrete walls shall be connected to footings, floors, ceilings and roofs in accordance with this section.
Tables R611.9(1), R611.9(2), R611.9(3), R611.9(4), R611.9(5), R611.9(6), R611.9(7), R611.9(8), R611.9(9), R611.9(10), R611.9(11), and R611.9(12)- Delete the following note as shown:
Note: Table is limited to areas where wind speed (mph) is less than 100. [S4564] R612.5 Performance – Change to read as shown.
R612.5 Performance. Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height and exposure per Table R301.2(3). For testing required in Sections R612.6, R612.7, and R612.8, design pressures determined from Table R301.2(2) or ASCE 7 are permitted to be multiplied by 0.6.
R613.2 Applicability limits – Change to read as shown.
R613.2 Applicability limits. The provisions of this section shall control the construction of exterior structural insulated panel walls and interior load-bearing structural insulated panel walls for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist or truss span, not greater than 40 feet (12 192 mm) in width parallel to the joist or truss span and not greater than two stories in height with each wall not greater than 10 feet (3048 mm) high. All exterior walls installed in accordance with the provisions of this section shall be considered as load-bearing walls. Structural insulated panel walls constructed in accordance with the provisions of this section shall be limited to sites subjected to a maximum Vasd, determined in accordance with Section R301.2.1.3, design wind speed of 130 miles per hour (58 m/s), and Exposure A, B or C, and a maximum ground snow load of 70 pounds per foot (3.35 kPa), and Seismic Design Categories A, B, and C.
R613.5.3 Wall bracing – Change to read as shown.
R613.5.3 Wall bracing. SIP walls used for wall bracing shall be designed for wind loads in accordance with Section R301.1 or Section R602.SIP walls shall be braced in accordance with Section R602.10. SIP walls shall be considered continuous wood structural panel sheathing for purposes of computing required bracing. SIP walls shall meet the requirements of Section R602.10.4 except that SIPs corners shall be fabricated as shown in Figure R613.9. When SIP walls are used for wall bracing, the SIP bottom plate shall be attached to wood framing below in accordance with Section R602.3Table R602.3(1).