§ 18.12

where db is the diameter of the largest reinforcement in the topping slab.

(BB) Section 2304.10.2: Amend Section 2304.10.2 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 2304.10.1. Staple fasteners in Table 2304.10.1 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.

(CC) Section 2304.10.3.1: Add Section 2304.10.3.1 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.

(DD) Section 2305.4: Add Section 2305.4 to read as follows:

2305.4. Hold-down connectors. In Seismic Design Category D, E, or F, hold-down connectors shall be designed to resist shear wall overturning moments using approved cyclic load values or 75 percent of the allowable seismic load values that do not consider cyclic loading of the product. Connector bolts into wood framing shall require steel plate washers on the post on the opposite side of the anchorage device. Plate size shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Hold-down connectors shall be tightened to finger tight plus one half (1/2) wrench turn just prior to covering the wall framing.

(EE) Section 2306.2: Amend Section 2306.2 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.

(FF) Section 2306.3: Amend Section 2306.3 to read as follows:

2306.3. Wood-frame shear walls. Wood-frame shearwalls shall be designed and constructed in accordance with AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Tables 4.3A and 4.3B of AWC SDPWS shall include the following:

1. Wood structural panel thickness for shear walls shall not be less than 3/8 inch thick and studs shall not be spaced at more than 16 inches on center.

2. The maximum nominal unit shear capacities for 3/8 inch wood structural panels resisting seismic forces in structures assigned to Seismic Design Category D,

E, or F is 400 pounds per linear foot (plf), and shall not exceed 200 pounds per linear foot (plf) for plywood structural panels containing three or fewer laminated layers.

Exception: Other nominal unit shear capacities may be permitted if such values are substantiated by cyclic testing and approved by the building official.

3. Where shear design values using allowable stress design (ASD) exceed 350 plf or load and resistance factor design (LRFD) exceed 500 plf, all framing

members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal member or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See Section 4.3.6.1 and 4.3.6.4.3 of AWC SDPWS for sill plate size and anchorage requirements.

4. 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 500 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 member for shears of 350 plf or less using ASD or 500 plf or less using LRFD.

5. Table 4.3B application is not allowed for structures assigned to Seismic Design Category D, E, or F.

For structures assigned to Seismic Design Category D, application of Table 4.3C of AWC SDPWS shall not be used below the top level in a multi-level building, and the allowable seismic shear values shall not exceed 90 plf for Portland cement plaster and 30 plf for gypsum. Table 4.3C shall not be allowed for structures assigned to Seismic Design Category E, or F.

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 2306.3(1), 2306.3(2) or 2306.3(3) 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 Table 2306.3(1), 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.

Exception: [DSA-SS DSA-SS/CC and OSHPD 1, 2, & 4] Wood structural panel walls using staples as fasteners are not permitted by DSA and OSHP D.

(GG) Section 2307.2: Add Section 2307.2 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.

(HH) Table 2308.10.1: Amend Table 2308.10.1 by modifying footnote "b" to read as follows:

b. See section 2308.10.3 for full description of bracing methods. Bracing methods DWB, SFB, PBS, HPS, and GB are not permitted in Seismic Design Categories

D or E.

(II) Section 2308.10.8.1: Amend Section 2308.10.8.1, first Exception, to read as follows:

Exception: For structures in Seismic Design Category A, B, or C, with a maximum plan dimension not more than 50 feet (15 240mm), continuous foundations are

required at exterior walls only.

(JJ) Section 2308.10.9: Amend Section 2308.10.9 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 Table 2304.10.1. Wall

sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.1 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.

(KK) Appendix Chapter J, Section J103.2, Exception 1: Amend Appendix Chapter J, Section J103.2, Exception 1, to read as follows:

1. Grading in an isolated, self-contained area, provided there is no danger to the public, the total quantity of graded soil does not exceed 150 cubic yards, and that

such grading will not adversely affect adjoining properties.

(LL) Appendix Chapter J, Section J104.1: Amend Appendix Chapter J, Section J104.1 to read as follows:

J104.1. Submittal Requirements. Application for a grading permit shall be accompanied by four sets of plans and specifications, and supporting data consisting of a

soils engineering report (and an engineering geology report where required by the Building Official.) The sets of plans submitted for final approval shall be submitted on mylar. The plans and specifications shall be prepared and signed by an individual licensed by the state to prepare such plans or specifications when required by the building official. The dates of the soils engineering (and engineering geology report if required) along with the names, addresses, and phone numbers of the firms or individuals who prepared the reports, shall appear on the grading plans. In addition to the provisions of Section 105.3, and 1.8.4, as applicable, the applicant shall state the estimated quantities of excavation and fill.

(Ord. No. 3021, 3070)