Compilation of Rules and Regulations of the State of Georgia › Department 110 - RULES OF GEORGIA DEPARTMENT OF COMMUNITY AFFAIRS › Chapter 110-11 - GEORGIA STATE MINIMUM STANDARD CODES › Subject 110-11-1 - GEORGIA STATE MINIMUM STANDARD CODES › Rule 110-11-1-.06 - Adoption of Amendments to Codes Regarding Wood Frame Construction

Current through Rules and Regulations filed through June 27, 2024
The following amendments to codes are hereby adopted by the
				  Board of Community Affairs as amendments to the Georgia State Minimum Standard
				  Codes for Construction:
GEORGIA AMENDMENTS TO THE
1994 STANDARD BUILDING CODE
Add to Section 202, Definitions, a definition for "Shearwall
				  Segment" as follows:
SHEARWALL SEGMENT - a wall or portion thereof which transfers
				  in plane lateral shear loads to a wall or foundation below and resists
				  overturning.
* Said building code is further amended by adding an
				  "Exception 5" to Section 1606.1.1 Determination of Wind Forces, as
				  follows:
Exceptions:
5. Provisions of AF&PA "Wood Frame Construction Manual
				  for One-and-Two Family dwellings - 1995 SBC High Wind Edition" shall be
				  permitted for applicable wood frame buildings of Group R3 occupancy
* Said building code is further amended by adding a Section
				  2313 entitled "Perforated Shearwalls" as follows:
2313
Wind Provisions
2313.1
General
All buildings for which a wind analysis is required,
				  according to 1606.1 and which are constructed partially or wholly of wood or
				  wood based materials shall be designed in accordance with the provisions of
				  2313 and Chapter 23.
2313.2.1
Shearwall Segments
The total allowable shearwall capacity (lbs.) of each
				  full-height shearwall segment without openings shall be equal to the allowable
				  shear capacity (plf) times the length of the wall segment. Where the dead load
				  stabilizing moment per 1606.4 is not sufficient to prevent overturning due to
				  moment loads on the wall, an anchoring device with a capacity equal to the
				  allowable shear capacity (p11) times the wall height shall be provided at each
				  end of the shearwall segment. All anchoring devices shall maintain a continuous
				  load path to the foundation. The capacity of shearwalls with openings shall be
				  adjusted in accordance with 2313.2.2
2313.2.2
Openings in Shearwalls
Where openings are located within the shearwall segment, the
				  wall shall be entirely sheathed with structural sheathing, including areas
				  above and below openings. If areas above and below remain unsheathed, the
				  height of the unrestrained openings shall be the height of the wall. The
				  allowable shear capacity (p11) determined in 2313.2.1 shall be adjusted in
				  accordance with Table 2313.2.2 based upon the maximum opening height and the
				  percentage of shearwall segments containing full-height sheathing. The total
				  allowable shear capacity (lbs.) shall be equal to the adjusted allowable shear
				  capacity (plf) times the length of full-height sheathing.
Table 2313.2.2
Shear Capacity Adjustment Factors
Maximum Unrestrained Opening Height
				  (H)(1)
(Window or Door Height)
H/3
H/2
2H/3
5H/6
H
8' Wall
2'-8"
4'-0"
5'-4"
6'-8"
8'-0"
10' Wall
3'4"
5'-0"
6'-8"
8'-4"
10'-0"
Percent
Full-Height Effective Shear Capacity
				  Factors
Sheathing (2)
0%
1.00
0.67
0.50
0.40
0.33
10%
1.00
0.69
0.53
0.43
0.36
20%
1.00
0.71
0.56
0.45
0.38
30%
1.00
0.74
0.59
0.49
0.42
40%
1.00
0.77
0.63
0.53
0.45
50%
1.00
0.80
0.67
0.57
0.50
60%
1.00
0.83
0.71
0.63
0.56
70%
1.00
0.87
0.77
0.69
0.63
80%
1.00
0.91
0.83
0.77
0.71
90%
1.00
0.95
0.91
0.87
0.83
100%
1.00
1.00
1.00
1.00
1.00
1. H - the height of the tallest opening in the
				  shearwall.
2. The sum of the length of a shearwall that is sheathed its
				  full height divided by the length of the shearwall segment.
2313.2.3
Shear Capacities of Dissimilar Materials.
The allowable shear capacity of shearwall segments sheathed
				  on both sides, with similar or dissimilar materials, shall equal the sum of the
				  shear capacity of each separate side.
2313.2.4
Wood Structural Panel Diaphragm Shear
				  Capacities.
The allowable shear capacities in Table 23 l0.2A for
				  horizontal wood structural panel diaphragms shall be increased 40 percent for
				  wind design.
2313.2.5
Wood Structural Panel Shear Wall Capacities.
The allowable shear capacities in Table 23 l0.2B for wood
				  structural panel shear walls shall be increased 40 percent for wind
				  design.
2313.3
Wall Stud Bending Stress Increases
The fiber stress bending (Fb) design values for wood studs,
				  in the NDS supplement shall be increased by the factors in Table 2313.3, in
				  lieu of the 1.15 repetitive member factor to take into consideration the load
				  sharing and composite actions provided by the structural sheathing. Where the
				  studs are designed for bending in accordance with 1606.2.5, spaced no more than
				  16 inches on center, covered on the inside with a minimum of 1/2 inch gypsum
				  board fastened in accordance with Table 2306.1, or its equivalent, and sheathed
				  with a minimum of 3/8 inch structural sheathing that is attached to the studs
				  using a minimum of 8d common nails spaced a maximum of 6" o.c. at panel edges
				  and 12" o.c. in the field of the panels.
Table 2313.3
Wall Stud Bending Stress Increase Factors
Stud Size
System Factor
2x4
1.5
2x6
1.4
2x8
1.3
2x10
1.2
2x12
1.15
GEORGIA AMENDMENTS TO THE
1995 CABO ONE-AND-TWO FAMILY DWELLING
				  CODE
* Section 502.3 of the 155 CABO One-and-Two Family Dwelling
				  Code is amended to read as follows:
502.3
Allowable spans.
Joists, girders and floor sheathing shall comply with
				  Sections 502.3.1 through 502.3.3 and Section 503 or AF&PA "Wood Frame
				  Construction Manual for One-and-Two Family Dwellings - 1995 SBC High Wind
				  Edition."
* Said CABO Code is further amended by amending Section 602.3
				  to read as follows:
602.3
Exterior Walls.
Exterior walls of wood-frame construction shall be designed
				  and constructed in accordance with the provisions of this chapter and Figures
				  602.3a and 602.3b or in accordance with the provisions of AF&PA "Wood Frame
				  Construction Manual for One-and-Two Family Dwellings - 1995 SBC High Wind
				  Edition."
* Said CABO Code is further amended by amending Section 802.2
				  to read as follows:
802.2
Design and construction
Roof Ceilings of wood construction shall be designed and
				  constructed in accordance with the provisions of this chapter, or with the
				  "AF&PA NDS-1991 "National Design Specifications for Wood Construction", the
				  "CWC-1987 'Canadian Dimension Lumber Data Book", the "WWPA- 1992 Western Lumber
				  Span Tables for Floor and Ceiling Joists and Roof Rafters", the "Southern Pine
				  Maximum Spans for Joists and Rafters" or the AF&PA "Wood Frame Construction
				  Manual for One-and-Two Family Dwellings - 1995 SBC High Wind Edition".
* Said CABO Code is further amended by adding the following
				  Reference Standard to Section 4702:
Section 4702
Referenced Standards
AF&PA. Wood Frame Construction Manual for One-and-Two
				  Family Dwellings - 1995- SBC High Wind Edition.
O.C.G.A. Sec.
				  8-2-20.