Based upon the foregoing findings, the California Building Standards Code, 2007 Edition, is hereby amended in the following manner:
The following provisions of the International Building Code, 2006 Edition, as published by the International Code Council are hereby adopted: Appendices, Chapter 1 Administration with amendments; C - Group U - Agricultural Buildings; F - Rodentproofing; G - Flood-Resistant Construction; I - Patio Covers.
A. 2007 California Building Standards Code Appendix Chapter 1- Administration.
1. Section 105.3.2 “Time limitation of application” is amended as follows:

Delete ...for additional periods not exceeding 90 days each. Add ... for an additional period of 180 days.

2. Section 105.5 “Expiration” is amended as follows:

Add ...is suspended or abandoned for a period of 180 days after the time the work is commenced, or if the owner or his/her agent fails to request an inspection within 180 days from the previous inspection or the permit issuance date and fails to demonstrate to the building official significant progress toward completion of the project.

3. Section 108.3 “Building permit valuations” is amended as follows:

Add ... The applicant for a permit shall provide an estimated permit value at the time of application when requested by the Building Official.

4. Section 109.3.5 “Lath and gypsum board inspection” is amended as follows:

Delete the exception: Gypsum board that is not part of a fire-resistance-rated assembly or a shear assembly.

5. Section 110.2 “Certificate issued” is amended as follows:

Add ...After the building official and other inspectors from other departments or agencies inspects the building, structure or other required features and finds no violations of the provisions of this code or other laws that are enforced by the building department or other departments or agencies, the building official shall issue a final for the permit that will constitute a certificate of occupancy.

Delete items numbered 1 through 12.

6. Section 110.3 “Temporary occupancy” is amended as follows:

Delete entire section.

B. 2007 California Building Standards Code Section 1505 Fire Classification.
1. Section 1505.1 “General” is amended as follows:

Delete ...The minimum roof coverings installed on buildings shall comply with Table 1505.1 based on the type of construction of the building.

Delete Table 1505.1.

2. Section 1505.1.1 “Real coverings within very high fire hazard severity zones” is amended as follows:

Add ... Roof coverings within very high fire hazard severity zones and/or Wildland-Urban Interface Fire Areas.

Delete ... 50 percent add 10 percent.

3. Section 1505.1.3 “Roof coverings within all other areas” is amended as follows:

Delete ... 50 percent add 10 percent.

Delete ... Class C add Class B.

4. Subsection B of this section is amended as follows:

Delete section.

a. 2001 California Building Standards Code Section 2329.11.3, items 5 and 7 are amended as follows:

i. Item 5 which allows the use of gypsum board for bracing is deleted.
ii. Item 7 is amended to read as follows:

Portland cement plaster on studs spaced 16 inches on center installed in accordance with Table No. 25-1. Limited to one story R-3 and U-1 occupancy structures.

C. 2007 California Building Standards Code Section 1614A Modifications to ASCE 7.
1. Section 1614A.1.7 ASCE 2007 California Building Code Section 1614A is amended to read as follows:

Modification to ASCE 7, Section 12.8.1.1. Modify ASCE 7 Section 12.8.1.1 by amending Equation 12.8-5 as follows:

2. Section 1614A.1.32 Minimum Building Separation. Modification to ASCE 7, Section 12.12.3. Replace ASCE 7 Section 12.12.3 as follows:

12.12.3 Minimum Building Separation. All structures shall be separated from adjoining structures. Separations shall allow for the maximum inelastic response displacement (Δ_M). Δ_M shall be determined at critical locations with consideration for both translational and torsional displacements of the structure as follows:

where δ_max is the calculated maximum displacement at Level x as define in ASCE 7 Section 12.8.4.3.

Adjacent buildings on the same property shall be separated by at least a distance Δ_MT, where

and Δ_M1 and Δ_M2 are the maximum inelastic response displacements of the adjacent buildings.

Where a structure adjoins a property line not common to a public way, the structure shall also be set back from the property line by at least the displacement, Δ_M, of that structure.

Exception: Smaller separations or property line setbacks shall be permitted when justified by rational analysis.

D. 2007 California Building Standards Code Section 1704.4 Concrete Construction.
1. Section 1704.4 Concrete Construction. The special inspections and verifications for concrete construction shall be as required by this section and Table 1704.4.

EXCEPTIONS: Special inspection shall not be required for:

Isolated spread concrete footings of buildings three stories or less in height that are fully supported on earth or rock, where the structural design of the footing is based on a specified MPa strength, f’c, no greater than 2,500 pounds per square inch (psi) (17.2 MPa).

E. 2007 California Building Standards Code Chapter 23 Wood.
1. Table 2305.3.4 “MAXIMUM SHEAR WALL DIMENSION RATIOS” is amended as follows:

Delete ... Gypsum Board, gypsum lath, cement plaster from the table.

2. Section 2305.3.9 “Summing shear capacities” is amended as follows:

Delete ... the Exception.

3. Section 2306.4.5 “Shear walls sheathed with other materials” is amended as follows:

Delete Section 2306.4.5

4. Table 2306.4.5 “ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES” is amended as follows:

Delete Table 2306.4.5.

5. Section 2308.9.3 “Bracing” is amended as follows:

Delete method 5 Gypsum board... and any references to method 5.

Delete method 7 Portland cement plaster...and any references to method 7.

6. Table 2308.12.4 “WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E” is amended as follows:

Delete all references to gypsum board, fiberboard, particalboard, lath and plaster or gypsum sheathing boards; at footnote b.

Delete all references to gypsum board, gypsum sheathing board, gypsum lath and Portland cement plaster at footnote c.

F. 2007 California Building Standards Code Section 2505 Shear Wall Construction.
1. Section 2505.1 “Resistance to shear (wood framing)” is amended as follows:

Delete section 2505.1.

2. This Section Part 1: Seismic Zone 4 Near-Source Factor, Part 2: Structural Systems, Part 3: Load and Resistance Factor Design, Part 4: Seismic Design Provisions for Structural Steel, Part 8: Basic Load Combinations, Part 9: Detailing Requirements in Seismic Zones 3 and 4, Part 10 Calculated Story Drift and Part 11: Design Specifications is amended as follows:

Delete Parts 1, 2, 3, 4, 8, 9, 10 and 11.

D. Findings And Modifications For Special Structural Considerations

PART 1: SEISMIC ZONE 4 NEAR-SOURCE FACTOR (UBC 1629.4.2)

The amendment set forth in this Part 1 reasonably necessary because of the following local geological conditions.

FINDINGS:

1. The San Francisco- San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. Sections 9.6a and 9.6b of AISC - Seismic Part 1 exempts strong-column/weak-beam requirements under certain load conditions and configurations for steel Special and Intermediate moment frames. 97 UBC Section 1629.4.2 item 4 require that structures located near fault shall comply with Strong Column/Week beam requirements. The revision reflects the same requirements as in 1997 AISC-Seismic. This is consistent with SEAOC Seismology position.

FINDINGS:

The text of UBC section 1629.4.2 is deleted and replaced with the following:

In Seismic Zone 4, each site shall be assigned a near-source factor in accordance with Table 16-S and the Seismic Source Type set forth in Table 16-U. The value of N_a used in determining C_a need not exceed 1.1 for structures complying with all the following conditions:

1. The soil profile type is S_A, S_B, S_C or S_D.

2. p= 1.0.

3. Except in single-story structures, Group R, Division 3 and Group U, Division 1 Occupancies, moment frame systems designated as part of the lateral-force-resisting system shall be special moment-resisting frames.

4. The provisions in Sections 9.6a and 9.6b of AISC - Seismic Part 1 shall not apply, except for columns in one-story buildings or columns at the top story of multistory buildings.

5. None of the following structural irregularities is present: Type 1, 4 or 5 of Table 16-L, and Type 1 or 4 of Table 16-M.

PART 2:
STRUCTURAL SYSTEMS
(UBC TABLE 16-N)

The amendment set forth in this Part 2 is reasonably necessary because of the following local geological conditions.

FINDINGS:

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The amendment allows the use of steel Ordinary Moment Frames and Intermediate Moment frames with certain limitations on height and dead load.

4. Table 16-N is revised to make it consistent with the adoption of 1997 AISC-Seismic Provisions and the latest Supplements. These provisions are fundamentally updated from previous editions. It has incorporated to the extent possible, most recent findings from the FEMA funded SAC Reports on steel moment frames that.

AMENDMENT:

Table 16-N of the California Building Code is deleted and replaced with the following:

N.L.— no limit

¹ See Section 1630.4 for combination of structural systems.

² Basic structural systems are defined in Section 1629.6.

³ Prohibited in Seismic Zones 3 and 4.

⁴ Includes precast concrete conforming to Section 1921.2.7.

⁵ Prohibited in Seismic Zones 3 and 4, except as permitted in Section 1634.2.

⁶ In Seismic Zone 4 Steel IMRF, OMRF and Ordinary Braced Frames are permitted as follows:

a) Steel IMRF are permitted for structural systems 35 feet or less in height and the dead load of the roof, walls or floors not exceeding 35 psf each; or for single-story buildings 60 feet or less in height with the dead load of the roof or walls not exceeding 15 psf each where the moment joints of field connections are constructed of bolted end plates; or single-family dwellings using light frame construction with R = 3.0 and Ω_o = 2.2.

b) Steel OMRF are permitted for buildings 35 ft or less in height with the dead load of the roof, walls or floors not exceeding 15 psf each; or single-story buildings 60 ft or less in height with the dead load of the roof or walls not exceeding 15 psf each and where the moment joints of field connections are constructed of bolted end plates.

c) Steel Ordinary Braced Frames are permitted for structural systems 35 ft or less in height; or penthouse structures; or single-story buildings 60 ft or less in height with the dead load of the roof or walls not exceeding 15 psf each.

⁷ Total height of the building including cantilevered columns.

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

PART 3:
LOAD AND RESISTANCE FACTOR DESIGN
UBC 2204.1

The amendment set forth in this Part 3 reasonably necessary because of the following local geological conditions.

FINDINGS:

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The amendment eliminates references to Divisions II and III of Chapter 22 for seismic design of steel structures. This is necessary since the 1997 AISC Seismic Provisions with Supplement 1 and 2 are adopted in another part of this ordinance as the code for seismic design of such structures.

AMENDMENT:

The text of UBC section 2204 is deleted and replaced with the following:

Design shall be by one of the following methods.

2204.1 Load and Resistance Factor Design. Steel design based on load and resistance factor design method shall resist the factored load combinations of section 1612.2 in accordance with the applicable requirements of section 2205.

2204.2 Allowable Stress Design. Steel design based on allowable stress design methods shall resist the factored load combinations of section 1612.3 in accordance with the applicable requirements of section 2205.

PART 4:
SEISMIC DESIGN PROVISIONS FOR STRUCTURAL STEEL
(UBC 2205.3)

The amendment set forth in this Part 4 reasonably necessary because of the following local geological conditions.

FINDINGS:

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The current 97 UBC edition is based on the outdated 1992 AISC Seismic provisions. The proposal makes the CBC provisions consistent with the current practice, which is based on the 1997 AISC Seismic with the 2 subsequent Supplements printed afterward.

AMENDMENT:

The text of UBC section 2205.3 is deleted and replaced with the following:

2205.3 Seismic Design Provisions for Structural Steel. Steel structural elements that resist seismic forces shall, in addition to the requirements of Section 2205.2 be designed in accordance with Division IV.

a. Monte Sereno Municipal Code Section 9.01.020.1 is amended as follows:

Delete entire Section 9.01.020.1.

G. Modification of Division IV and V of Chapter 22 of the California Building Code. Division IV of Chapter 22 of the California Building Code is deleted and replaced with the following:

Division IV — SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

Based on Seismic Provisions for Structural
Steel Buildings, of the American Institute of Steel Construction. Parts I and III, dated April 15, 1997, and Supplement No. 2, dated November 10, 2000.

2210 — Adoption

Except for the modifications as set forth in Sections 2211 and 2212 of this division and the requirements of the Building Code, the seismic design, fabrication, and erection of structural steel shall be in accordance with the Seismic Provisions for Structural Steel Buildings, April 15, 1997 published by the American Institute of Steel Construction, 1 East Wacker Drive, Suite 3100, Chicago, IL 60601, as if set out at length herein. The adoption of Seismic Provisions for Structural Steel Buildings in this Division, hereinafter referred to as AISC-Seismic, shall include Parts I (LRFD), and III (ASD) and Supplement No. 2, dated November 10, 2000.

Where other codes, standards, or specifications are referred to in this specification, they are to be considered as only an indication of an acceptable method or material that can be used with the approval of the Building Official.

2211 — Design Methods

When the load combinations from Section 1612.2 for LRFD are used, structural steel buildings shall be designed in accordance with Chapter 22 Division II (AISC-LRFD) and Part I of AISC-Seismic as modified by this Division.

When the load combinations from Section 1612.3 for ASD are used, structural steel buildings shall be designed in accordance with Chapter 22 Division III (AISC-ASD) and Part III of AISC-Seismic as modified by this Division.

2212 — Amendments

The AISC-Seismic adopted by this Division apply to the seismic design of structural steel members except as modified by this Section.

a) The following terms that appear in AISC-Seismic shall be taken as indicated in the 1997 Uniform Building Code.

b) The text of section 1 of Part 1 of the AISC Seismic Provisions is deleted and replaced with the following:

1. Scope

These provisions are intended for the design and construction of structural steel members and connections in the Seismic Force Resisting Systems in buildings for which the design forces resulting from earthquake motions have been determined on the basis of various levels of energy dissipation in the inelastic range of response. These provisions shall apply to buildings in Seismic Zone 2 with an importance factor I greater than one, in Seismic Zone 3 and 4 or when required by the Engineer of Record.

These provisions shall be applied in conjunction with, Chapter 22, Division II, hereinafter referred to as the LRFD Specification. All members and connections in the Lateral Force Resisting System shall have a design strength as provided in the LRFD Specification to resist load combinations 12-1 through 12-6 (in Chapter 16) and shall meet the requirements in these provisions.

Part I includes a Glossary, which is specifically applicable to this Part, and Appendix S.

c) Section 4.1. of Part 1, first paragraph of the AISC Seismic Provisions is deleted and replaced as follows:

4.1 Loads and Load Combinations

The loads and load combinations shall be those in Section 1612.2 except as modified throughout these provisions.

E_h is the horizontal component of earthquake load E required in Chapter 16. Where required in these provisions, an amplified horizontal earthquake load Ω_oE_h shall be used in lieu of E_h as given in the load combinations below. The term Ω_o is the system overstrength factor as defined in chapter 16. The additional load combinations using amplified horizontal earthquake load are:

Exception: the load factor on L in load combination 4-1 shall be equal to 1.0 for garages, areas occupied as places of public assembly and all areas where the live load is greater than 100 psf.

Orthogonal earthquake effects shall be included in the analysis as required in section 1633.1, except that, when consideration of the load Ω_oE_h is required, orthogonal earthquake effects need not be considered.

1. Monte Sereno Municipal Code Section 9.01.020.3 is amended as follows:

Delete entire Section 9.01.020.3.
H. Deletion of Division V of Chapter 22 of the California Building Code.
Division V of Chapter 22 of the California Building Code is hereby deleted.

9.01.020.3:

PART 8
BASIC LOAD COMBINATIONS
(UBC 1612.2.1)

FINDINGS:

The amendment set forth in this part reasonably necessary because of the following local geological conditions.

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. To avoid reduction of the vertical seismic component (E_v) by the dead load (0.9D) which was not the intent of considering the vertical component in seismic calculations.

4. To delete exception item 2 regarding the 1.1 factor for seismic design of concrete and masonry. The need for eliminating this factor has been well documented in many engineering and trade journals as well as in SEAOC Blue Book Commentary C101.7.1 (page. 85)

AMENDMENT:

The text of Section 1612.2.1 is deleted and replaced with the following:

1612.2.1 Basic load combinations. Where Load and Resistance Factor Design (Strength Design) is used, structures and all portions thereof shall resist the most critical effects from the following combinations of factored loads:

WHERE:

f₁ = 1.0 for floors in places of public assembly, for live loads in excess of 100 psf (4.9 kN/m²), and for garage live load.

= 0.5 for other live loads.

f₂ = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure.

= 0.2 for other roof configurations.

EXCEPTIONS:

1. Factored load combinations for concrete per Section 1909.2 where load combinations do not include seismic forces.

2. Where other factored load combinations are specifically required by the provisions of this code.

1. Monte Sereno Municipal Code Section 9.01.020.4 is amended as follows:

Delete entire section.

9.01.020.4

PART 9
DETAILING REQUIREMENTS IN SEISMIC ZONES 3 AND 4
(UBC 1630.8.2.2)

FINDINGS:

The amendment set forth in this part reasonably necessary because of the following local geological conditions.

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The provision is adopted in AISC-Seismic 97 Part I, Section 8.3 and is applicable to all axial loaded members therefore, it is redundant.

4. Old section is no longer applicable. Replaced with provision in the AISC-Seismic.

AMENDMENT:

The text of Section 1630.8.2.2 is deleted and replaced with the following:

1630.8.2.2 Detailing Requirements in Seismic Zones 3 and 4. In Seismic Zones 3 and 4, elements supporting discontinuous systems shall meet the following detailing or member limitations:

1. Reinforced concrete or reinforced masonry elements designed primarily as axial-load members shall comply with Section 1921.4.4.5.

2. Reinforced concrete elements designed primarily as flexural members and supporting other than light-frame wood shear wall systems or light-frame steel and wood structural panel shear wall systems shall comply with Sections 1921.3.2 and 1921.3.3. Strength computations for portions of slabs designed as supporting elements shall include only those portions of the slab that comply with the requirements of these Sections.

3. Masonry elements designed primarily as axial-load-carrying members shall comply with Sections 2106.1.12.4, Item 1, and 2108.2.6.2.6.

4. Masonry elements designed primarily as flexural members shall comply with Section 2108.2.6.2.5.

5. Steel elements designed primarily as flexural members or trusses shall have bracing for both top and bottom beam flanges or chords at the location of the support of the discontinuous system and shall comply with the requirements of AISC-Seismic Part I, Section 9.4b.

6. Wood elements designed primarily as flexural members shall be provided with lateral bracing or solid blocking at each end of the element and at the connection location(s) of the discontinuous system.

2. Monte Sereno Municipal Code Section 9.01.020.5 is amended as follows:

Delete entire section.

9.01.020.5

PART 10
CALCULATED STORY DRIFT
UBC 1630.10.2

FINDINGS:

The amendment set forth in this part reasonably necessary because of the following local geological conditions.

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The amendment corrects a much significant deficiency in the 97 UBC, which eliminated any minimum base shear from consideration when checking for building drift.

4. After engineers began using the ‘97 UBC they found problems with applying (30-7) for the drift calculations. (30-7) applies only to Zone 4 and was added after the Northridge Earthquake to account for near fault pulses. An erratum to ‘97 UBC Section 1630.10.3 was issued in March 2001, 3 years following publication, that deleted (30-7) from being applied to drift calculations. However, SEAOC Seismology Committee found that the erratum actually made the drift limit to be less stringent and would allow more slender and flexible buildings than were allowed under the ‘94 UBC.

5. The proposed modification was recommended by SEAOC Seismology Committee. It effectively makes the descending branch vary with 1/T^2/3 for drift coordination purposes and make the drift limitations very similar to those of the ‘94 UBC.

6. The change from 0.7 seconds to 0.5 seconds in the proposal is needed to avoid a step function in the drift limit. If 0.7 second were retained, the drift limit at T just below 0.7 seconds would have been different from the drift limit just above 0.7 seconds. With the switch to 0.5 seconds, the drift limit just below T=0.5 seconds is the same as the drift limit just above T=0.5 seconds

AMENDMENT:

A. The text of section 1630.10.2 is deleted and replaced with the following:

1630.10.2 Calculated. Calculated story drift using Δ_M shall not exceed 0.025 times the story height for structures having a fundamental period of less than 0.5 second. For structures having a fundamental period of 0.5 second or greater, the calculated story drift shall not exceed 0.020/T^1/3 times the story height.

EXCEPTIONS:

1. These drift limits may be exceeded when it is demonstrated that greater drift can be tolerated by both structural elements and nonstructural elements that could affect life safety. The drift used in this assessment shall be based upon the Maximum Inelastic Response Displacement, Δ_M.

2. There shall be no drift limit in single-story steel-framed structures classified as Groups B, F and S Occupancies or Group H, Division 4 or 5 Occupancies. In Groups B, F and S Occupancies, the primary use shall be limited to storage, factories or workshops. Minor accessory uses shall be allowed in accordance with the provisions of Section 302. Structures on which this exception is used shall not have equipment attached to the structural frame or shall have such equipment detailed to accommodate the additional drift. Walls that are laterally supported by the steel frame shall be designed to accommodate the drift in accordance with Section 1633.2.4.

B. The text of section 1630.10.3 is deleted and replaced with the following:

1630.10.3 Limitations. The design lateral forces used to determine the calculated drift may disregard the limitations of Formula (30-6) and (30-7) and may be based on the period determined from Formula (30-10) neglecting the 30 or 40 percent limitations of Section 1630.2.2, Item 2

3. Monte Sereno Municipal Code Section 9.01.020.6 is amended as follows:

Delete entire section.

9.01.020.6

PART 11
DESIGN SPECIFICATIONS
(UBC 2316)

FINDINGS:

The amendment set forth in this part reasonably necessary because of the following local geological conditions.

1. The San Francisco — San Jose Bay area region is densely populated and located in an area of high seismic activities as indicated by United States Geological Survey and California Division of Mines and Geology.

2. Recent earthquake activities, including the 1989 Loma Prieta and the 1994 Northridge earthquakes, have indicated the lack of adequate design and detailing as a contributing factor to damages that reduced the protection of the life-safety of building occupants.

3. The 1991 NDS is an outdated specification, which is more than 10 years old. Since the adoption of 97 UBC the NDS has published the 1997 specifications, which incorporates many of the items that were added since publication of 1991 NDS and it is also in a more user friendly format.

AMENDMENTS:

A. Part 1 of UBC Chapter 23, Division III is deleted and replaced with the following:

Part I-ALLOWABLE STRESS DESIGN OF WOOD

This standard, with certain exceptions, is the ANSI/NFoPA NDS-97 National Design Specification for Wood Construction of the American Forest and Paper Association, 1997 Edition, and the Supplement to the 1997 Edition, National Design Specification, adopted by reference.

The National Design Specification for Wood Construction, 1997 Edition, and supplement are available from the American Forest and Paper Association, 1111 19th Street, NW, Eighth Floor, Washington, DC, 20036.

B. The text of UBC section 2316.1 is deleted and replaced with the following:

SECTION 2316 — DESIGN SPECIFICATIONS

2316.1 Adoption and Scope. The National Design Specification for Wood Construction, revised 1997 Edition (NDS), which is hereby adopted as a part of this code, shall apply to the design and construction of wood structures using visually graded lumber, mechanically graded lumber, structural glued laminated timber, and timber piles. National Design Specification Appendix Section F, Design for Creep and Critical Deflection Applications, Appendix Section G, Effective Column Length, and Appendix Section J, Solution of Hankinson Formula are specifically adopted and made a part of this standard. The Supplement to the 1997 Edition National Design Specification, Tables 2A, 4A, 4B, 4C, 4D, 4E, 5A, 5B and 5C are specifically adopted and made a part of this standard.

Other codes, standards or specifications referred to in this standard are to be considered as only an indication of an acceptable method or material that can be used with the approval of the building official, except where such other codes, standards or specifications are specifically adopted by this code as primary standards.

C. Section 12 of Section 2316.2 is deleted and replaced with the following:

12. Sec. 3.2.3.3. Add to end of paragraph as follows: Cantilevered portions of beams less than 4 inches (102 mm) in nominal thickness shall not be notched unless the reduced section properties and lumber defects are considered in the design. For effects of notch on shear strength, see Section 3.4.4

D. Section 14 of Section 2316.2 is deleted.

E. Section 26 of Section 2316.2 is deleted.

F. Section 27 of Section 2316.2 is deleted.
(Ord. 156 § 1 (part), 2007: Ord. 136 § 1 (part), 2002; Ord. 115 § 1 (part), 1999)