Section 2304.10.2 is amended to read as follows:
2304.10.2 Fastener requirements. Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2302.1. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.2. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the Building Official.
(Ord. 25-5, 11/25/2025)
Section 2304.10.3.1 is added to read as follows:
2304.10.3.1 Quality of Nails. Mechanically driven nails used in wood structural panel shear walls shall meet the same dimensions as that required for hand-driven nails, including diameter, minimum length and minimum head diameter. Clipped head or box nails are not permitted in new construction. The allowable design value for clipped head nails in existing construction may be taken at no more than the nail-head-area ratio of that of the same size hand-driven nails.
(Ord. 25-5, 11/25/2025)
Section 2304.10.8 is amended to read as follows:
2304.10.8 Framing requirements. Wood columns and posts shall be framed to provide full end bearing. Alternatively, column-and-post end connections shall be designed to resist the full compressive loads, neglecting end-bearing capacity. Column-and-post end connections shall be fastened to resist lateral and net induced uplift forces. The minimum lateral design force for column and post end connections shall be 2% of the total axial compressive force acting on the column or post, but shall not be less than the force determined by analysis. The minimum lateral design force shall be assumed to act in any direction.
(Ord. 25-5, 11/25/2025)
Section 2304.10.9 is added to read as follows:
2304.10.9 Nails, staples, or spikes in withdrawal. Nails, staples, or spikes shall not be used in withdrawal to resist the loads prescribed by this code.
Exceptions:
1. Fasteners connecting finish materials weighing 10 psf or less.
2. Fasteners connecting sheathing may be used to resist wind uplift loads.
3. Fasteners connecting roofing or cladding, when specifically approved by this code or by an approved listing or testing authority.
4. Fasteners connecting mechanical or electrical components weighing 20 lb or less, or in the case of a distributed system, 5 lb/ft or less.
(Ord. 25-5, 11/25/2025)
Section 2304.12.2.8 is amended to read as follows:
2304.12.2.8 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 for soil and fresh water use. Wood shall not be used in retaining or crib walls for structures assigned to Seismic Design Category D, E, or F.
(Ord. 25-5, 11/25/2025)
Section 2305.1.4 is added to read as follows:
2305.1.4 Lateral Design Standard. The American Wood Council's (AWC) design standard Special Design Provisions for Wind and Seismic (SDPWS) may also be referred to as Special Provisions for the Design of Wind and Seismic (SPDWS).
(Ord. 25-5, 11/25/2025)
Section 2306.2 is amended to read as follows:
2306.2 Wood-frame diaphragms. Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the Building Official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.
Wood structural panel diaphragms used to resist seismic forces in structures assigned to Seismic Design Category D, E or F shall be applied directly to the framing members.
Exception: Wood structural panel diaphragms are permitted to be fastened over solid lumber planking or laminated decking, provided the panel joints and lumber planking or laminated decking joints do not coincide.
(Ord. 25-5, 11/25/2025)
Tables 2306.2(3), 2306.2(4), and 2306.2(5) are added as follows:
Table 2306.2(3)
UNBLOCKED Wood Structural Panel DIAPHRAGMS with Framing of Douglas-Fir Larch or Southern Pine
Allowable (ASD) Unit Shear Capacities (pounds per foot)
Sheathing Grade
Common Nail Size
Minimum Fastener Penetration in Framing (in.)
Minimum Nominal Panel Thickness (in.)
Minimum Nominal Width of Nailed Face at Adjoining Panel Edges and Boundaries (in.)
SEISMIC
WIND
6 in. Nail Spacing at diaphragm boundaries and supported panel edges
6 in. Nail Spacing at diaphragm boundaries and supported panel edges
Case 1
Cases 2,3,4,5,6
Case 1
Cases 2,3,4,5,6
Structural I
8d
1-3/8
3/8
2
3
240
265
180
200
335
370
252
280
10d
1-1/2
15/32
2
3
285
320
215
240
400
447
300
335
Sheathing and Single-Floor (DOC PS1 and PS2)
6d
1-1/4
3/8
2
3
165
185
125
140
230
260
175
195
8d
1-3/8
3/8
2
3
215
240
160
180
300
335
225
252
7/16
2
3
230
255
170
190
322
357
237
265
15/32
2
3
240
265
180
200
335
370
252
280
10d
1-1/2
15/32
2
3
255
290
190
215
357
405
265
300
19/32
2
3
285
320
215
240
400
447
300
335
Notes:
a. See AWC SDPWS for the following: For general construction requirements see 4.2.7. For specific requirements see 4.2.8.1 for wood structural panel diaphragms. See Appendix A for common nail dimensions.
b. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1.
c. See AWC SDPWS Table 4.2C for Case definitions.
d. See AWC SDPWS Table 4.2C for the apparent shear stiffness values (Ga).
e. Tabulated nominal unit shear capacities are applicable for carbon steel smooth shank nails of the specified type and size.
Table 2306.2(4)
BLOCKED Wood Structural Panel DIAPHRAGMS with Framing of Douglas-Fir Larch or Southern Pine
Allowable (ASD) Unit Shear Capacities (pounds per foot)
Sheathing Grade
Common Nail Size
Minimum Nail Bearing Length in Framing Member or Blocking (in.)
Minimum Nominal Panel Thickness (in.)
Minimum Nominal Width of Nailed Face at Adjoining Panel Edges and Boundaries (in.)
SEISMIC
WIND
Nail Spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6)
Nail Spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6)
6
4
2-1/2
2
6
4
2-1/2
2
Nail Spacing (in.) at other panel edges (Cases 1, 2, 3, & 4)
Nail Spacing (in.) at other panel edges (Cases 1, 2, 3, & 4)
6
6
4
3
6
6
4
3
Structural I
8d
1-3/8
3/8
2
3
270
300
360
400
530
600
600
675
377
420
505
560
742
840
840
945
10d
1-1/2
15/32
2
3
320
360
425
480
640
720
730
820
447
505
595
672
895
1007
1022
1147
Sheathing and Single-Floor (DOC PS1 and PS2)
6d
1-1/4
3/8
2
3
185
210
250
280
375
420
420
475
260
295
350
392
525
587
587
665
8d
1-3/8
3/8
2
3
240
270
320
360
480
540
545
610
335
377
447
505
672
755
762
855
7/16
2
3
255
285
340
380
505
570
575
645
357
400
475
532
707
797
805
902
15/32
2
3
270
300
360
400
530
600
600
675
377
420
505
560
742
840
840
945
10d
1-1/2
15/32
2
3
290
325
385
430
575
650
655
735
405
455
540
602
805
910
917
1030
19/32
2
3
320
360
425
480
640
720
730
820
447
505
595
672
895
1007
1022
1147
Notes:
a. See AWC SDPWS for the following: For general construction requirements see 4.2.7. For specific requirements see 4.2.8.1 for wood structural panel diaphragms. See Appendix A for common nail dimensions.
b. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1.
c. See AWC SDPWS Table 4.2A for Case definitions.
d. See AWC SDPWS Table 4.2A for the apparent shear stiffness values (Ga).
e. Tabulated nominal unit shear capacities are applicable for carbon steel smooth shank nails of the specified type and size.
Table 2306.2(5)
Blocked Wood Structural Panel DIAPHRAGMS with Framing of Douglas-Fir Larch or Southern Pine
UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH-LOAD DIAPHRAGMS)
Allowable (ASD) Unit Shear Capacities (pounds per foot)
Sheathing Grade
Common Nail Size
Minimum Nail Bearing Length in Framing Member or Blocking (in.)
Minimum Nominal Panel Thickness (in.)
Minimum Nominal Width of Nailed Face at Adjoining Panel Edges and Boundaries (in.)
Lines of Nails
SEISMIC
WIND
Nail Spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6)
Nail Spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6)
4
2-1/2
4
2-1/2
Nail Spacing (in.) at other panel edges (Cases 1, 2, 3, & 4)
Nail Spacing (in.) at other panel edges (Cases 1, 2, 3, & 4)
6
4
4
3
6
4
4
3
Structural I
10d
1-1/2
15/32
3
4
4
2
2
3
605
700
875
815
915
1220
875
1005
1285
1150
1290
1395
847
980
1225
1140
1280
1707
1225
1407
1800
1610
1805
1952
19/32
3
4
4
2
2
3
670
780
965
880
990
1320
965
1110
1405
1255
1440
1790
937
1092
1350
1232
1385
1847
1350
1555
1967
1757
2015
2505
23/32
3
4
4
2
2
3
730
855
1050
955
1070
1430
1050
1210
1525
1365
1565
1800
1022
1197
1470
1337
1497
2002
1470
1695
2135
1910
2190
2520
Sheathing and Single-Floor (DOC PS1 and PS2)
10d
1-1/2
15/32
3
4
4
2
2
3
525
605
765
725
815
1085
765
875
1130
1010
1105
1195
735
847
1070
1015
1140
1520
1070
1225
1582
1415
1547
1672
19/32
3
4
4
2
2
3
650
755
935
860
965
1290
935
1080
1365
1225
1370
1485
910
1057
1310
1205
1350
1805
1310
1512
1910
1715
1917
2080
23/32
3
4
4
2
2
3
710
825
1020
935
1050
1400
1020
1175
1480
1335
1445
1565
995
1155
1427
1310
1470
1960
1427
1645
2072
1870
2022
2190
Notes:
a. See AWC SDPWS for the following: For general construction requirements see 4.2.7. For specific requirements see 4.2.8.1 for wood structural panel diaphragms. See Figure 4C for nailing diagrams. See Appendix A for common nail dimensions.
b. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1.
c. See AWC SDPWS Table 4.2B for Case definitions.
d. See AWC SDPWS Table 4.2B for the apparent shear stiffness values (Ga).
e. Tabulated nominal unit shear capacities are applicable for carbon steel smooth shank nails of the specified type and size.
(Ord. 25-5, 11/25/2025)
Section 2306.3 is amended to read as follows:
2306.3 Wood-frame shear walls. Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. Where Allowable Stress Design is used, Table 2306.3(4) may be applied. Application of Table 4.3A of AWC SDPWS shall include the following:
1. Wood structural panel thickness for shear walls shall not be less than 3/8 inch thick. When 3/8-inch or 7/16-inch thick panels are used, studs shall not be spaced at more than 16 inches on center.
2. The maximum unit shear capacities for 3/8 inch wood structural panels resisting seismic forces shall be 200 pounds per linear foot (plf) using ASD or 280 plf using LRFD.
Exception: Other nominal unit shear capacities may be permitted if such values are substantiated by cyclic testing and approved by the Building Official.
3. Nails shall be placed not less than 1/2 inch in from the panel edges and not less than 3/8 inch from the edge of the connecting members for shear greater than 350 plf using ASD or 490 plf using LRFD. Nails shall be placed not less than 3/8 inch from panel edges and not less than 1/4 inch from the edge of the connecting members for shears of 350 plf or less using ASD or 490 plf or less using LRFD.
2306.3.1 Application of Table 4.3B of AWC SDPWS shall not be permitted.
2306.3.2 See section 2505.4 as amended for provisions regarding gypsum board and portland cement plaster shear walls.
2306.3.3 Shear walls using panels fastened with staples shall not be permitted.
Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the Building Official.
2306.3.4 The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.
(Ord. 25-5, 11/25/2025)
Section 2307.2 is added to read as follows:
2307.2 Wood-frame shear walls. Wood-frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.
(Ord. 25-5, 11/25/2025)
Table 2306.3(4) is added as follows:
TABLE 2306.3(4)
WOOD STRUCTURAL PANEL SHEAR WALLS with Framing of Douglas-Fir Larch or Southern Pine
Allowable (ASD) Shear Capacities (pounds per foot)
Sheathing Material
Minimum Nominal Panel Thickness (in.)
Minimum Fastener Penetration into Framing or Blocking (in.)
Nail Size (common)
SEISMIC
WIND
Panel Edge Fastener Spacing (in.)
Panel Edge Fastener Spacing (in.)
6
4
3
2
6
4
3
5
Wood Structural Panels – Structural I
3/8
7/16
15/32
1-3/8
8d
200
255
280
200
395*
430*
200
505*
550*
200*
670*
730*
322
357
392
505
552
602
645
707
770
855*
937*
1022*
15/32
1-1/2
10d
340
510*
665*
870*
475
715
930*
1217*
Wood Structural Panels – Sheathing (DOC PS 1 or PS 2)
3/8
1-1/4
6d
200
200
200
200*
280
420
545
715*
3/8
7/16
15/32
1-3/8
8d
200
240
260
200
350
380*
200
450*
490*
200*
585*
640*
307
335
365
447
490
532
575
630
685
742*
820*
895*
15/32
19/32
1-1/2
10d
310
340
460*
510*
600*
665*
770*
870*
435
475
645
715
840*
930*
1077*
1217*
Plywood Siding
3/8
1-1/4
1-3/8
6d
8d
140
160
200
200
200
200
200*
200*
195
225
295
335
385
435
505*
575*
Notes:
* Framing members and blocking at adjoining panel edges shall be 3" nominal or greater per AWC SDPWS Section 4.3.7.1, item 5.
a. Where panels are applied on both faces of a wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members, or framing shall be 3" nominal or thicker at adjoining panel edges and nails at all panel edges shall be staggered.
b. Where the width of framing members is required to be 3" nominal, two 2" nominal members shall be permitted provided they are fastened together to transfer the shear between members.
c. Where 3/8" or 7/16" sheathing is used, studs shall not be spaced more than 16" on center. Otherwise, studs shall not be spaced at more than 24" on center.
d. Where studs are spaced at 24" on center, nailing to intermediate framing shall be spaced at 6" on center maximum. Where studs are spaced less than 24" on center, nailing to intermediate framing shall be spaced at 12" on center maximum.
e. Steel plate washers shall be provided at foundation anchor bolts as required by AWC SDPWS Section 4.3.6.4.3. When required, plate washers shall not be less than 0.229"x3"x3" in size. The hole in the plate washer shall be permitted to be diagonally slotted with a width of up to 3/16" larger than the bolt diameter and a slot length not to exceed 1-3/4", provided a standard cut washer is placed between the plate washer and the nut.
f. Allowable shear values for 7/16" sheathing are permitted to be increased to values shown for 15/32" sheathing with the same nailing provided panels are applied with long dimension across studs.
g. Galvanized nails shall be hot dipped or mechanically deposited.
h. Nails shall be placed not less than 1/2" in from panel edges and not less than 3/8" from the edge of the connecting members for shears greater than 350 plf. Nails shall not be placed not less than 3/8" from panel edges and not less than 1/4" from the edge of the connecting members for shears of 350 plf or less.
i. See AWC SDPWS for the following: For general construction requirements see 4.3.6. For specific requirements for wood structural panel shearwalls see 4.3.7.1. For shear wall aspect ratios and capacity adjustments see 4.3.3. For the apparent shear stiffness values (Ga), see Table 4.3A. See Appendix A for common nail dimensions.
j. For species and grades of framing other than Douglas-Fir-Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [1-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12.3.3A). The Specific Gravity Adjustment Factor shall not be greater than 1.
k. See AWC SDPWS Table 4.3A for additional notes.
(Ord. 25-5, 11/25/2025)
Section 2308.10.5 is amended as follows:
2308.10.5 Alternative bracing. An alternate braced wall (ABW) or a portal frame with hold-downs (PFH) described in this section is permitted to substitute for a 48-inch (1219 mm) braced wall panel of Method DWB, WSP, SFB, PBS, PCP or HPS. For Method GB, each 96-inch (2438 mm) section (applied to one face) or 48-inch (1219 mm) section (applied to both faces) or portion thereof required by Table 2308.10.1 is permitted to be replaced by one panel constructed in accordance with Method ABW or PFH.
2308.10.5.1 Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.10.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common nails in accordance with Table 2304.10.2 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.7.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manufacturer's recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where the ABW is installed at the first story of two-story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one-quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13 344 N).
FIGURE 2308.10.5.1
ALTERNATE BRACED WALL PANEL (ABW)
2308.10.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.10.5.2. The adjacent door or window opening shall have a full-length header.
In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common nails in accordance with Figure 2308.10.5.2. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.10.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.10.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.2 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.7.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).
Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down-slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).
(Ord. 25-5, 11/25/2025)
Section 2308.10.8.1 is amended to read as follows:
2308.10.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations. Exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.3.
(Ord. 25-5, 11/25/2025)
Section 2308.10.9 is amended to read as follows:
2308.10.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Table 2308.10.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the building official.
All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at maximum 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails per clip). Braced wall panels shall be laterally braced at each top corner and at maximum 24 inches (6096 mm) intervals along the top plate of discontinuous vertical framing.
(Ord. 25-5, 11/25/2025)