6.2 Steel Ordinary Braced Frames are permitted for single-story buildings 60 ft or less…

the roof does not exceed 15 psf.

7 Total height of the building including cantilevered columns.

8 Prohibited in Seismic Zones 2A, 2B, 3 and 4. See Section 1633.2.7.

APPENDIX D

Table 23-II-I-1 of the California Building Code is amended to read as follows:

TABLE 23-II-I-1

ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE 1, 2

Panel Minimum Minimum Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Allowable Grade Nominal Nail Shear Shear Shear Shear Shear Shear Wind Shear Shear Shear Shear Panel Penetration Seismic Seismic Seismic Seismic Seismic Forces Wind Wind Wind Wind Thickness in Framing Forces 3, 6, Forces 3, Forces 3, Forces 3, Forces3, Panels Forces Forces Forces Forces (inches) × (inches) × 7 6, 7 6, 7 6, 7 6, 7 Applied Panels Panels Panels Panels Panels 25.4 for 25.4 for Panels Directly TO Applied Applied Applied Applied Applied Panels Panels Panels mm mm Applied Framing: Directly Directly Directly Directly Directly to Applied Applied Applied Directly Nail Size TO TO TO TO Framing: Directly Directly Directly to (Common Framing: Framing: Framing: Framing: NAIL SIZE to to to Framing: or Nail Nail Nail Nail (Common Framing: Framing: Framing: Nail Galvanized Spacing Spacing Spacing Spacing or Nail Nail Nail Spacing Box) 5 at at at at Galvanized Spacing Spacing Spacing at Plywood Plywood Plywood Plywood Box) 5 at at at Plywood Panel Panel Panel Panel Plywood Plywood Plywood Panel Edges Edges Edges Edges Panel Panel Panel Edges (In.) × (In.) × (In.) × (In.) × Edges Edges Edges

(In.) × (In.) × (In.) × (In.) × 25.4 for 25.4 for 25.4 for 25.4 for 25.4 for 25.4 for 25.4 for 25.4 for mm 6 × mm 4 × mm 3 × mm 2 × mm 6 × mm 4 × mm 3 × mm 2 × 0.0146 0.0146 0.0146 0.0146 0.0146 0.0146 0.0146 0.0146 for N/mm for N/mm for N/mm for N/mm for N/mm for N/mm for N/mm for N/mm

Structural 5/16 1 ¼ 6d 150 200 200 200 6d 200 300 390 510 I

⅜ 175 200 200 200 230 4 360 4 460 4 610 4

7/16 190 295 380 500 255 4 395 4 505 4 670 4

15/32 1 ½ 8d 210 320 410 550 8d 280 430 550 730

15/32 1 ⅝ 10d 255 380 500 650 10d 340 510 665 870

C-D, C-C 5/16 130 200 200 200 180 270 350 450 Sheathing, plywood panel siding and other grades covered in U.B.C. Standard 23-2 or 23-3

⅜ 1 ¼ 6d 150 200 200 200 6d 200 300 390 510

⅜ 165 200 200 200 220 4 320 4 410 4 530 4

7/16 180 260 335 435 240 4 350 4 450 4 585 4

15/32 1 ½ 8d 200 285 370 480 8d 260 380 490 640

15/32 230 345 650 580 310 460 600 770

19/32 1 ⅝ 10d 255 380 500 650 10d 340 510 665 870

NAIL SIZE NAIL SIZE
(Galvanized (Galvanized
Casing) Casing)

Plywood 5/16 1 ¼ 6d 100 150 200 200 6d 140 210 275 360 panel siding in grades covered in U.B.C. Standard 23-2

⅜ 1 ½ 8d 120 180 200 200 8d 160 240 310 410

1 All panel edges backed with 2-inch (51 mm) nominal or thicker framing. Panels installed either horizontally or vertically. Space nails at 6 inches (152 mm) on center along intermediate framing members for ⅜-inch (9.5 mm) and 7/16 -inch (11 mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in STRUCTURAL I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity of less than 0.42.

2 Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3-inch (76 mm) nominal or thicker and nails on each side shall be staggered.

3 In Seismic Zones 3 and 4, where allowable shear values exceed 300 pounds per foot ( 4.38 N/mm) foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3-inch (76 mm) nominal member. In shear walls where total wall design shear does not exceed 450 pounds per foot ( 6.94 N/mm), a single 2-inch (51 mm) nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2-inch-by-2-inch-by- 3/16 -inch (51 mm by 51 mm by 5 mm) thick plate washers. Plywood joint and sill plate nailing shall be staggered.

4 The values for ⅜-inch (9.5 mm) and 7/16 -inch (11 mm) panels applied direct to framing may be increased to values shown for 15/32 -inch (12 mm) panels, provided studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs.

5 Galvanized nails shall be hot-dipped or tumbled.

6 The maximum allowable shear for three-ply plywood resisting seismic forces is 200 pounds per foot (2.92 kN/m).

7 Framing at adjoining panel edges shall be 3-inch (76 mm) nominal or thicker and nails shall be staggered where nails are spaced 2 inches (51 mm) on center.

APPENDIX E

TABLE 23-IV-C-1

BRACED WALL PANELS1

Seismic Condition Construction Construction Construction Construction Construction Construction Construction Construction Braced Zone Method 2,3 : Method 2,3 : Method 2,3 : Method 2,3 : Method 2,3 : Method 2,3 : Method 2,3 : Method 2,3 : Panel 1 2 3 4 5 6 7 8 Location and Length 4

0,1 and One story, X X X X X X X X Each end 2A top of two and not or three more than story 25 feet (7620 mm) on center

First story X X X X X X X X
of two story
or second
story of
three story

First story X X X X 5 X X X
of three
story

2B, 3 One story, X X X X X X 6 X Each end or top of and not two story or more than three story 25 feet (7620 mm) on center

First story X X X X 5 X X 6 X Each end
of two story and not
or second more than
of three 25 feet
story (7620 mm)
on center
but not
less than
25% of

building length 7

First story X X X X 5 X X 6 X Each end of three and not story more than 25 feet (7620 mm) on center but not less than 40% of building length 7

4 One-story x x Each end building and not more than 25 feet (7620 mm) on center but not less than 25% of building length for method 3 and 50% for method 7.

1 This table specifies minimum requirements for braced panels which form interior or exterior braced wall lines.

2 See Section 2320.11.3 for full description.

3 See Section 2320.11.4 for alternate braced panel requirement.

4 Building length is the dimension parallel to the braced wall length.

5 Gypsum wallboard applied to supports at 16 inches (406 mm) on center.

6 Not permitted for bracing cripple walls in Seismic Zone 4. See Section 2320.11.5.

7 The required lengths shall be doubled for gypsum bond applied to only one face of a braced wall panel.

APPENDIX F

Table 25-I of the California Building Code is amended to read as follows:

TABLE 25-I

ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR GYPSUM BOARD FRAME WALL ASSEMBLIES 1

Type of Material Thickness of Wall Construction Nail Spacing 2 Shear Value × 14.6 Shear Value × 14.6 Minimum Nail Size 3, Material × 25.4 for Maximum (inches) × for N/m Seismic 4 for N/m Wind 4 × 25.4 for mm mm × 304.8 for mm 25.4 for mm

1. Expanded metal, ⅞″ Unblocked 6 90 180 No. 11 gage, 1 ½″ or woven wire lath long, 7/16 ″ head and portland cement plaster

2. Gypsum lath ⅜″ lath and ½″ Unblocked 5 30 100 No. 13 gage, 1 ⅛″ plaster long, 19/64 ″ head, plasterboard blued nail

3. Gypsum ½″× 2′ × 8′ Unblocked 4 30 75 No. 11 gage, 1 ¾″ sheathing board long, 7/16 ″ head, diamond-point galvanized ½″ × 4′ Blocked 4 30 175 ½″ × 4′ Unblocked 7 30 100

4. Gypsum ½″ Unblocked 7 30 100 5d cooler (0.086″ wallboard or veneer dia., 1 ⅝″ long, base 15/64 ″ head) or wallboard (0.086″ dia., 1 ⅝″ long, 9/32 ″ head) 4 30 125 Blocked 7 30 125 4 30 150 ⅝″ Unblocked 7 30 115 6d cooler (0.092″ dia., 1 ⅞″ long, ¼″ head) or wallboard (0.0915″ dia., 1 ⅞″ long, 19/64 ″ head) 4 30 145 Blocked 7 30 145 4 30 175

Blocked Base ply: 9 30 250 Base ply -6d cooler (0.092″ dia., 1 ⅞″ long, ¼″ head) or wallboard (0.0915″ dia., 1 ⅞″ long, 19/64 ″ head)

Two ply Face ply: 7 Face ply - 8d cooler
(0.113″ dia., 2 ⅜
;long, 9/32 ″ head)
or wallboard (0.113″
dia., 2 ⅜″ long, ⅜″
head)

1 These vertical diaphragms shall not be used to resist loads imposed by masonry or concrete construction. See Section 2513.2. Values shown are for short-term loading due to wind or due to seismic loading. Values shown must be reduced 25 percent for normal loading.

2 Applies to nailing at all studs, top and bottom plates, and blocking.

3 Alternate nails may be used if their dimensions are not less than the specified dimensions.

4 This construction shall not be used below the top level of wood construction in a multi-level building.