ORDINANCE 1449ORDINANCE NO. 1449
AN ORDINANCE INCORPORATING THE 2010 CALIFORNIA BUILDING
CODE ( "CBC ") BY REFERENCE AND AMENDING THE CBC BASED UPON
LOCAL CLIMATIC, TOPOGRAPHIC, AND GEOLOGICAL CONDITIONS.
The council of the city of El Segundo does ordain as follows:
SECTION 1: FINDINGS. The City Council finds and declares as follows:
A. In accord with Health & Safety Code Section 17958.7, it is in the public interest to adopt
the California Building Code ( "CBC') with the changes set forth in this Ordinance.
B. Pursuant to the requirements of Health & Safety Code Section 17958.7, the City Council
finds that there are local geological conditions justifying the CBC amendments set forth below.
The City of El Segundo and the greater Los Angeles region is a densely populated area having
buildings and structures constructed over and near a vast array of fault systems capable of
producing major earthquakes, including but not limited to the recent 1994 Northridge Earthquake.
The proposed modification emphasize that the design concern is for seismic - force - resisting
elements and therefore need to be incorporated into the code to assure that new buildings and
structures and additions or alterations to existing buildings or structures are designed and
constructed in accordance with the scope and objectives of the International Building Code.
Experts predict a major earthquake in our area within the next 50 years. This situation creates
the need for both additional fire protection measures and automatic on -site fire protection of
building occupants since a multitude of fires may result from breakage of gas and electric lines as
a result of an earthquake. After due consideration, the City Council finds and determines that due
to local climatic, geological, or topographical conditions, the structural and fire protection
amendments to the 2010 CBC are necessary to give buildings a reasonable degree of structural
integrity and fire life safety to help protect public health and safety in the event of a seismic event;
Additional amendments have been made to Codes are hereby found to be either administrative or
procedural in nature or concern themselves with subjects not covered in such Codes. The
changes made include provisions making each of said Codes compatible with other Codes
enforced by the City.
C. The specific amendments of the CBC that fulfill this requirement are:
1. Amend CBC Section 105.2 Work exempt from permit
2. Amend CBC Section 105.3.2 Expiration of Plan Check
3. Amend CBC Section 105.5 Expiration of Permits
4. Amend CBC Section 113.3 Board of appeals
5. Amend CBC Section 1613.6.1 Assumption of Flexible Diaphragm.
6. Amend CBC Section 1613.6.7 Building Separation
7. Add CBC Section 1613.8 BRBF Period Parameter
8. Add CBC Section 1613.9 Values for Vertical Combinations
9. Add CBC Section 1613.10 Stability Coefficient
10. Add CBC Section 1613.11 Subdiaphragm
11. Add CBC Section 1613.13 Suspended Ceiling
12. Amend CBC Section 1704.4 SI for Concrete Construction
13. Amend CBC Section 1704.8 Driven Deep Foundations
14. Amend CBC Section 1704.9 Cast -in -Place Deep Foundations
15. Amend CBC Section 1705.3 Seismic Resistance Inspection
16. Amend CBC Section 1710.1 Structural Observations General
17. Amend CBC Section 1710.2 Structural Observations Seismic
18. Amend CBC Section 1807.1.4 Permanent Wood Foundation System
19. Amend CBC Section 1807.1.6 Prescriptive Design of Foundation Walls
20. Amend CBC Section 1809.3 Stepped Footings
21. Amend CBC Table 1809.7 Prescriptive Footings
22. Amend CBC Section 1809.12 Timber Footings
23. Amend CBC Section 1810.3.2.4 Timber
24. Add CBC Sections 1908.1.11 thru 14 Reinforcement
25. Amend CBC Section 1908.1.2 Intermediate Structural Wall
26. Amend CBC Section 1908.1.3 Wall Pier
27. Amend CBC Section 1908.1.8 Minimum Reinforcement
28. Amend CBC Section 1909.4 Structural Plain Concrete Design
29. Add CBC Section 2204. 1.1 Consumables for Welding
30. Add CBC Section 2205.4 SCBF Member Type
31. Amend CBC Section 2304.11.7 Wood Used in Retaining Wall
32. Add CBC Section 2305.4 Quality of Nails
33. Add CBC Section 2305.5 Hold -down Connectors
34. Amend CBC Section 2306.2.1 Wood Diaphragm
35. Amend CBC Section 2306.3 Wood Shear Walls
36. Amend CBC Section 2306.7 Other Shear Walls
37. Amend CBC Section 2308.3.4 Brace Wall Line Support
38. Amend CBC Section 2308.12.2 Concrete or Masonry
39. Amend CBC Section 2308.12.4 Braced Wall Sheathing
40. Amend CBC Section 2304.9.1 Fastener Requirement
41. Amend CBC Section 2308.12.5 Attachment of Sheathing
42. Amend Appendix J section J 101 by adding a new section J 101.3 Protection of Adjacent
Properties
D. At least one copy of the CBC was filed with the City Clerk of the City was available for
public inspection for at least fifteen (15) days preceding the date of the hearing
SECTION 2: El Segundo Municipal Code ( "ESMC ") Section 13 -1 -1 is amended in its entirety
to read as follows:
CHAPTER1
BUILDING CODE
13 -1 -1: ADOPTION OF CALIFORNIA BUILDING CODE, 2010 EDITION. Pursuant to
California Government Code Section 50022.2, the California Building Code, 2010 Edition,
published at Title 24, Part 5, of the California Code of Regulations, including Appendices
F, H, I, and J ( "CBC') is adopted by reference, subject to the amendments, additions and
deletions set forth below. One true copy of the CBC, is on file in the office of the Building
Official and is available for public inspection as required by law."
SECTION 3: ESMC Section 13 -1 -2 is amended to the California Building Code including the
adopted appendices is hereby amended as follows:
13 -1 -2: AMENDMENTS TO THE CODE:
Number 14 is added to Section 105.2 of Division II of Chapter 1 of the CBC as follows:
Section 105.2 Work exempt from permit.
14. Block wall and concrete fences not over 3 ft 6 inches.
Section 105.3.2 of Division II of Chapter 1 of the CBC is hereby amended to read as follows:
SECTION 105.3.2 EXPIRATION OF PLAN CHECK.
An application for a permit for any proposed work shall be deemed to have been abandoned 12
months after the date of filing and no permit shall be issued until the plans are rechecked and
approved and a new fee is paid.
EXCEPTION: The Building Official may grant extensions of time if a permit applicant submits in
writing sufficient evidence that unusual conditions or circumstances precluded the securing of the
permit within the allocated time.
Section 105.5 of Division II of Chapter 1 of the CBC is hereby amended to read as follows:
SECTION 105.5 EXPIRATION OF PERMITS.
Every permit issued shall be valid for a period of three (3) years from the date thereof, provided
that any permit shall expire on the one hundred and eightieth (180) day from date of issuance if
the work permitted there under has not been commenced; or shall expire whenever the
Department determines the work authorized by any permit has been suspended, discontinued or
abandoned for a continuous period of 180 days.
EXCEPTION: The Building Official may grant extensions of time if a permit applicant submits in
writing sufficient evidence that unusual conditions or circumstances precluded from the work
being completed. An extension of time may require conditions of approval and additional fees.
Section 113.4 of Division II of Chapter 1 of the CBC is hereby added to read as follows:
Section 113.4 Board of Appeals.
The board of appeals shall consist of members of the Planning Commission. The term of a board
of appeals member will coincide with the term of service as a Planning Commissioner and will
terminate should the member cease serving as a Planning Commissioner. The building official is
the secretary to the board. The board may adopt reasonable rules and regulations for conducting
its investigations and will render all its decisions and findings on contested matters, in writing to
the building official, with a duplicate copy for any appellant or contestant affected by such
decision or finding, and may recommend to the city council appropriate new legislation.
Three members of the board constitute a quorum. The Planning Chairperson is the board's
chairperson and in the chairperson's absence the board will select a temporary chairperson.
The city will assess a $250.00 charge, or a higher amount set by resolution, at the time that an
appellant file appeal of any order, decisions, or determination made by the building official relative
to the application and interpretation of this code. The filing fee is refundable should the appellant
prevail in a decision by the board. The appeal must be taken by filing a written notice of appeal, in
letterform, to the board of appeals. The board's decision constitutes the city's final decision.
Section 1613.6.1 of the CBC is amended to read as follows:
1613.6.1 Assumption of flexible diaphragm. Add the following text at the end of Section 12.3.1.1 of
ASCE 7:
Diaphragms constructed of wood structural panels or untopped steel decking shall also be permitted to be
idealized as flexible, provided all of the following conditions are met:
1. Toppings of concrete or similar materials are not placed over wood structural panel diaphragms
except for nonstructural toppings no greater than 1 % inches (38 mm) thick.
2. Each line of vertical elements of the seismic - force - resisting system complies with the allowable story
drift of Table 12.12 -1.
3. Vertical elements of the seismic - force - resisting system are light- framed walls sheathed with wood
structural panels rated for shear resistance or steel sheets.
4. Portions of wood structural panel diaphragms that cantilever beyond the vertical elements of the
seismic - force - resisting system are designed in accordance with Section 4.2.5.2 of AF &PA SDPWS.
Equation 16-44 of Section 1613.6.7 of the CBC is amended to read as follows:
C d(5 max (Equation 16-44)
M
where:
Cd = Deflection amplification factor in Table 12.2 -1 of ASCE 7.
Hnax = Maximum displacement defined in Section 12.8.4.3 of ASCE 7.
Section 1613.8 is added to Chapter 16 of the CBC to read as follows:
1613.8 ASCE 7, Table 12.8 -2. Modify ASCE 7 Table 12.8 -2 by adding the following:
Structure Type
I Ct
x
Eccentrically braced steel frames and buckling- restrained braced frames
0.03
(0.0731)'
0.75
Section 1613.9 is added to Chapter 16 of the CBC to read as follows:
1613.9 ASCE 7, 12.2.3.1, Exception 3. Modify ASCE 7 Section 12.2.3.1 Exception 3 to read as follows:
3. Detached one and two family dwellings up to two stories in height of light frame construction.
2010 LARUCP 16 -05. Section 1613.10 is added to Chapter 16 of the CBC to read as follows:
1613.10 ASCE 7, Section 12.8.7. Modify ASCE 7 Section 12.8.7 by amending Equation 12.8 -16 as
follows:
P X A I
B=
V h C
X SX d
(12.8 -16)
Section 1613.11 is added to Chapter 16 of the CBC to read as follows:
1613.11 ASCE 7, Section 12.11.2.2.3. Modify ASCE 7, Section 12.12.4 to read as follows:
12.11.2.2.3 Wood Diaphragms. In wood diaphragms, the continuous ties shall be in addition to the
diaphragm sheathing. Anchorage shall not be accomplished by use of toe nails or nails subject to
withdrawal nor shall wood ledgers or framing be used in cross -grain bending or cross -grain tension.
The diaphragm sheathing shall not be considered effective as providing ties or struts required by this
section.
For structures assigned to Seismic Design Category D, E or F, wood diaphragms supporting
concrete or masonry walls shall comply with the following:
1. The spacing of continuous ties shall not exceed 40 feet. Added chords of diaphragms may be
used to form subdiaphragms to transmit the anchorage forces to the main continuous crossties.
2. The maximum diaphragm shear used to determine the depth of the subdiaphragm shall not
exceed 75% of the maximum diaphragm shear.
Section 1613.13 is added to Chapter 16 of the CBC to read as follows:
1613.13 Suspended Ceilings. Minimum design and installation standards for suspended ceilings shall
be determined in accordance with the requirements of Section 2506.2.1 of this Code and this subsection.
1613.13.1 Scope. This part contains special requirements for suspended ceilings and lighting
systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as modified herein.
1613.13.2 General. The suspended ceilings and lighting systems shall be limited to 6 feet (1828 mm)
below the structural deck unless the lateral bracing is designed by a licensed engineer or architect.
1613.13.3 Design and Installation Requirements.
1613.13.3.1 Bracing at Discontinuity. Positive bracing to the structure shall be provided at
changes in the ceiling plane elevation or at discontinuities in the ceiling grid system.
1613.13.3.2 Support for Appendages. Cable trays, electrical conduits and piping shall be
independently supported and independently braced from the structure.
1613.13.3.3 Sprinkler Heads. All sprinkler heads (drops) except fire - resistance -rated floor /ceiling
or roof /ceiling assemblies, shall be designed to allow for free movement of the sprinkler pipes
with oversize rings, sleeves or adaptors through the ceiling tile, in accordance with Section
13.5.6.2.2 (e) of ASCE 7.
Sprinkler heads penetrating fire - resistance -rated floor /ceiling or roof /ceiling assemblies shall
comply with Section 713 of this Code.
1613.13.3.4 Perimeter Members. A minimum wall angle size of at least a two -inch (51 mm)
horizontal leg shall be used at perimeter walls and interior full height partitions. The first ceiling
tile shall maintain 3/4 inch (19 mm) clear from the finish wall surface. An equivalent alternative
detail that will provide sufficient movement due to anticipated lateral building displacement may
be used in lieu of the long leg angle subject to the approval of the Building Official.
1613.13.4 Special Requirements for Means of Egress. Suspended ceiling assemblies located
along means of egress serving an occupant load of 30 or more shall comply with the following
provisions.
1613.13.4.1 General. Ceiling suspension systems shall be connected and braced with vertical
hangers attached directly to the structural deck along the means of egress serving an occupant
load of 30 or more and at lobbies accessory to Group A Occupancies. Spacing of vertical hangers
shall not exceed 2 feet (610 mm) on center along the entire length of the suspended ceiling
assembly located along the means of egress or at the lobby.
1613.13.4.2 Assembly Device. All lay -in panels shall be secured to the suspension ceiling
assembly with two hold -down clips minimum for each tile within a 4 -foot (1219 mm) radius of the
exit lights and exit signs.
1613.13.4.3 Emergency Systems. Independent supports and braces shall be provided for light
fixtures required for exit illumination. Power supply for exit illumination shall comply with the
requirements of Section 1006.3 of this Code.
1613.13.4.4 Supports for Appendage. Separate support from the structural deck shall be
provided for all appendages such as light fixtures, air diffusers, exit signs, and similar elements.
Section 1704.4 of the CBC is amended to read as follows:
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:
1. Isolated spread concrete footings of buildings three stories or less above grade plane that are
fully supported on earth or rock, where the structural design of the footing is based on a specified
compressive strength, fc, no greater than 2,500 pounds per square inch (psi) (17.2 Mpa).
2. Continuous concrete footings supporting walls of buildings three stories or less in height that are
fully supported on earth or rock where:
2.1. The footings support walls of light -frame construction;
2.2. The footings are designed in accordance with Table 1805.4.2; or
2.3. The structural design of the footing is based on a specified compressive strength, fc, no
greater than 2,500 pounds per square inch (psi) (17.2 Mpa), regardless of the compressive
strength specified in the construction documents or used in the footing construction.
3. Nonstructural concrete slabs supported directly on the ground, including prestressed slabs on
grade, where the effective prestress in the concrete is less than 150 psi (1.03 Mpa).
4. Concrete patios, driveways and sidewalks, on grade.
Section 1704.8 of the CBC is amended to read as follows:
1704.8 Driven deep foundations and connection grade beams. Special inspections shall be
performed during installation and testing of driven deep foundation elements as required by Table 1704.8.
Special inspections shall be performed for connection grade beams in accordance with Section 1704.4 for
structures assigned to Seismic Design Category D, E or F. The approved geotechnical report, and the
construction documents prepared by the registered design professionals, shall be used to determine
compliance.
Section 1704.9 of the CBC is amended to read as follows:
1704.9 Cast -in -place deep foundations and connection grade beams. Special inspections shall be
performed during installation and testing of cast -in -place deep foundation elements as required by Table
1704.9. Special inspections shall be performed for connection grade beams in accordance with Section
1704.4 for structures assigned to Seismic Design Category D, E or F. The approved geotechnical report,
and the construction documents prepared by the registered design professionals, shall be used to
determine compliance.
Section 1705.3 of the CBC is amended to read as follows:
1705.3 Seismic resistance. The statement of special inspections shall include seismic requirements for
cases covered in Sections 1705.3.1 through 1705.3.5.
Exception: Seismic requirements are permitted to be excluded from the statement of special
inspections for structures designed and constructed in accordance with the following:
The structure consists of light -frame construction; the design spectral response acceleration at
short periods, SpS, as determined in Section 1613.5.4, does not exceed 0.5g; and the height of
the structure does not exceed 35 feet (10 668 mm) above grade plane; or
2. The structure is constructed using a reinforced masonry structural system or reinforced concrete
structural system; the design spectral response acceleration at short periods, SoS, as determined
in Section 1613.5.4, does not exceed 0.5g, and the height of the structure does not exceed 25
feet (7620 mm) above grade plane; or
3. Detached one- or two- family dwellings not exceeding two stories above grade plane, provided the
structure is not assigned to Seismic Design Category D, E or F and does not have any of the
following plan or vertical irregularities in accordance with Section 12.3.2 of ASCE 7:
3.1 Torsional irregularity.
3.2 Nonparallel systems.
3.3 Stiffness irregularity— extreme soft story and soft story.
3.4 Discontinuity in capacity —weak story.
Section 1710.1 of the CBC is amended to read as follows:
1710.1 General. Where required by the provisions of Section 1710.2 or 1710.3, the owner shall employ a
structural observer to perform structural observations as defined in Section 1702. The structural observer
shall be one of the following individuals:
1. The registered design professional responsible for the structural design, or
2. A registered design professional designated by the registered design professional responsible for
the structural design.
Prior to the commencement of observations, the structural observer shall submit to the building
official a written statement identifying the frequency and extent of structural observations.
The owner or owner's representative shall coordinate and call a preconstruction meeting between the
structural observer, contractors, affected subcontractors and special inspectors. The structural observer
shall preside over the meeting. The purpose of the meeting shall be to identify the major structural
elements and connections that affect the vertical and lateral load resisting systems of the structure and to
review scheduling of the required observations. A record of the meeting shall be included in the report
submitted to the building official.
Observed deficiencies shall be reported in writing to the owner or owner's representative, special
inspector, contractor and the building official. Upon the form prescribed by the building official, the
structural observer shall submit to the building official a written statement at each significant construction
stage stating that the site visits have been made and identifying any reported deficiencies which, to the
best of the structural observer's knowledge, have not been resolved. A final report by the structural
observer which states that all observed deficiencies have been resolved is required before acceptance of
the work by the building official.
Section 1710.2 of the CBC is amended to read as follows:
1710.2 Structural observations for seismic resistance. Structural observations shall be provided for
those structures assigned to Seismic Design Category D, E or F, as determined in Section 1613, where
one or more of the following conditions exist:
1. The structure is classified as Occupancy Category III or IV in accordance with Table 1604.5.
2. The height of the structure is greater than 75 feet (22860 mm) above the base.
3. The structure is classified as Occupancy Category I or II in accordance with Table 1604.5, and a
lateral design is required for the structure or portion thereof.
Exception: One -story wood framed Group R -3 and Group U Occupancies less than 2,000
square feet in area, provided the adjacent grade is not steeper than 1 unit vertical in 10 units
horizontal (10% sloped), assigned to Seismic Design Category D.
4. When so designated by the registered design professional responsible for the structural design.
5. When such observation is specifically required by the building official.
Section 1807.1.4 of the CBC is amended to read as follows:
1807.1.4 Permanent wood foundation systems. Permanent wood foundation systems shall be
designed and installed in accordance with AF &PA PWF. Lumber and plywood shall be treated in
accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Section 5.2) and shall be
identified in accordance with Section 2303.1.8.1. Permanent wood foundation systems shall not be used
for structures assigned to Seismic Design Category D, E or F.
Section 1807.1.6 of the CBC is amended to read as follows:
1807.1.6 Prescriptive design of concrete and masonry foundation walls. Concrete and masonry
foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and
constructed in accordance with this section. Prescriptive design of foundation walls shall not be used for
structures assigned to Seismic Design Category D, E or F.
Section 1809.3 of the CBC is amended to read as follows:
1809.3 Stepped footings. The top surface of footings shall be level. The bottom surface of footings shall
be permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10- percent slope).
Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing
or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10- percent
slope).
For structures assigned to Seismic Design Category D, E or F, the stepping requirement shall also
apply to the top surface of grade beams supporting walls. Footings shall be reinforced with four 1/2 -inch
diameter (12.7 mm) deformed reinforcing bars. Two bars shall be place at the top and bottom of the
footings as shown in Figure 1809.3.
RECONBUND, > b
b 12'0'
N11N. 144 REM Ii'OP & ®OTTOK
007TOM PLATE MT4
T+
STEPPED FOUKDATIOKS
FIGURE 1809.3
STEPPED FOOTING
Section 1809.7 and Table 1809.7 of the CBC are amended to read as follows:
1809.7 Prescriptive footings for light -frame construction. Where a specific design is not provided,
concrete or masonry-unit footings supporting walls of light -frame construction shall be permitted to be
designed in accordance with Table 1809.7. Prescriptive footings in Table 1809.7 shall not exceed one
story above grade plane for structures assigned to Seismic Design Category D, E or F.
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
LIGHT -FRAME CONSTRUCTION a, b, c, d, e
NUMBER OF FLOORS
SUPPORTED BY THE
WIDTH OF FOOTING
THICKNESS OF
FOOTING f
inches
FOOTING (inches)
1
12
6
2
15
6
3
18
89
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm
a. Depth of footings shall be in accordance with Section 1809.4.
b. The ground under the floor shall be permitted to be excavated to the elevation of the top of the footing.
c. Not Adopted.
d. See Section 1908 for additional requirements for concrete footings of structures assigned to Seismic Design Category C, D, E
or F.
e. For thickness of foundation walls, see Section 1807.1.6.
f. Footings shall be permitted to support a roof addition to the stipulated number of floors. Footings supporting roof only shall be
as required for supporting one floor.
Section 1809.12 of the CBC is amended to read as follows:
1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as
otherwise approved by the building official. Such footings shall be treated in accordance with AWPA U1
(Commodity Specification A, Use Category 413). Treated timbers are not required where placed entirely
below permanent water level, or where used as capping for wood piles that project above the water level
over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber
footing supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species
and grade of timber as specified in the AF &PA NDS. Timber footings shall not be used in structures
assigned to Seismic Design Category D, E or F.
Section 1810.3.2.4 of the CBC is amended to read as follows:
1810.3.2.4 Timber. Timber deep foundation elements shall be designed as piles or poles in accordance
with AF &PA NDS. Round timber elements shall conform to ASTM D 25. Sawn timber elements shall
conform to DOC PS -20. Timber shall not be used in structures assigned to Seismic Design Category D, E
or F.
Section 1908.1 is amended to read as shown below and Sections 1908.1.11 thru 1908.1.14 is added to
Chapter 19 of the CBC to read as follows:
1908.1 General. The text of ACI 318 shall be modified as indicated in Sections 1908.1.1 through
1908.1.14.
1908.1.11 ACI 318, Section 21.6.4.1. Modify ACI 318, Section 21.6.4.1, to read as follows:
Where the calculated point of contraflexure is not within the middle half of the member clear height,
provide transverse reinforcement as specified in ACI 318 Sections 21.6.4.1, Items (a) through (c),
over the full height of the member.
1908.1.12 ACI 318, Section 21.6.4. Modify ACI 318, Section 21.6.4, by adding Section 21.6.4.8 to read
as follows:
21.6.4.8 — At any section where the design strength, cpP,,, of the column is less than the sum of the
shears Ve computed in accordance with ACI 318 Sections 21.5.4.1 and 21.6.5.1 for all the beams
framing into the column above the level under consideration, transverse reinforcement as specified in
ACI 318 Sections 21.6.4.1 through 21.6.4.3 shall be provided. For beams framing into opposite sides
of the column, the moment components may be assumed to be of opposite sign. For the
determination of the design strength, cpP,,, of the column, these moments may be assumed to result
from the deformation of the frame in any one principal axis.
1908.1.13 ACI 318, Section 21.9.4. Modify ACI 318, Section 21.9.4, by adding Section 21.9.4.6 to read
as follows:
21.9.4.6 — Walls and portions of walls with P„ > 0.35Po shall not be considered to contribute to the
calculated strength of the structure for resisting earthquake- induced forces. Such walls shall conform
to the requirements of ACI 318 Section 21.13.
1908.1.14 ACI 318, Section 21.11.6. Modify ACI 318, Section 21.11.6, by adding the following:
Collector and boundary elements in topping slabs placed over precast floor and roof elements shall
not be less than 3 inches (76 mm) or 6 db thick, where db is the diameter of the largest reinforcement
in the topping slab.
Section 1908.1.2 of the CBC is amended to read as follows
1908.1.2 ACI 318, Section 21.1.1. Modify ACI 318, Sections 21.1.1.3 and 21.1.1.7 as follows
21.1.1.3 — Structures assigned to Seismic Design Category A shall satisfy requirements of Chapters 1 to
19 and 22; Chapter 21 does not apply. Structures assigned to Seismic Design Category B, C, D, E or F
also shall satisfy 21.1.1.4 through 21.1.1.8, as applicable. Except for structural elements of plain concrete
complying with Section 1908.1.8 of the International Building Code, structural elements of plain concrete
are prohibited in structures assigned to Seismic Design Category C, D, E or F.
21.1.1.7 — Structural systems designated as part of the seismic - force - resisting system shall be restricted
to those permitted by ASCE 7. Except for Seismic Design Category A, for which Chapter 21 does not
apply, the following provisions shall be satisfied for each structural system designated as part of the
seismic - force - resisting system, regardless of the Seismic Design Category:
(a) Ordinary moment frames shall satisfy 21.2.
(b) Ordinary reinforced concrete structural walls and ordinary precast structural walls need not satisfy
any provisions in Chapter 21.
(c) Intermediate moment frames shall satisfy 21.3.
(d) Intermediate precast structural walls shall satisfy 21.4.
(e) Special moment frames shall satisfy 21.5 through 21.8.
(f) Special structural walls shall satisfy 21.9.
(g) Special structural walls constructed using precast concrete shall satisfy 21.10.
All special moment frames and special structural walls shall also satisfy 21.1.3 through 21.1.7. Concrete
tilt -up wall panels classified as intermediate precast structural wall system shall satisfy 21.9 in addition to
21.4.2 and 21.4.3 for structures assigned to Seismic Design Category D, E or F.
Section 1908.1.3 of the CBC is amended to read as follows:
1908.1.3 ACI 318, Section 21.4. Modify ACI 318, Section 21.4, by renumbering Section 21.4.3 to
become 21.4.4 and adding new Sections 21.4.3, 21.4.5, 21.4.6 and 21.4.7 to read as follows:
21.4.3 — Connections that are designed to yield shall be capable of maintaining 80 percent of their design
strength at the deformation induced by the design displacement or shall use Type 2 mechanical splices.
21.4.4 — Elements of the connection that are not designed to yield shall develop at least 1.5 Sy.
21.4.5 — Wall piers in Seismic Design Category D, E or F shall comply with Section 1908.1.4 of this Code.
21.4.6 — Wall piers not designed as part of a moment frame in buildings assigned to Seismic Design
Category C shall have transverse reinforcement designed to resist the shear forces determined from
21.3.3. Spacing of transverse reinforcement shall not exceed 8 inches (203 mm). Transverse
reinforcement shall be extended beyond the pier clear height for at least 12 inches (305 mm).
Exceptions:
1. Wall piers that satisfy 21.13.
2. Wall piers along a wall line within a story where other shear wall segments provide lateral support
to the wall piers and such segments have a total stiffness of at least six times the sum of the
stiffnesses of all the wall piers.
21.4.7 — Wall segments with a horizontal length -to- thickness ratio less than 2.5 shall be designed as
columns.
Section 1908.1.8 of the CBC is amended to read as follows:
1908.1.8 ACI 318, Section 22.10. Delete ACI 318, Section 22.10, and replace with the following:
22.10 — Plain concrete in structures assigned to Seismic Design Category C, D, E or F.
22.10.1 — Structures assigned to Seismic Design Category C, D, E or F shall not have elements of
structural plain concrete, except as follows:
(a) Concrete used for fill with a minimum cement content of two (2) sacks of Portland cement per
cubic yard.
(b) Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the
projection of the footing beyond the face of the supported member does not exceed the footing
thickness.
(c) Plain concrete footings supporting walls are permitted provided the footings have at least two
continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a
total area of not less than 0.002 times the gross cross - sectional area of the footing. A minimum of
one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall
be provided at corners and intersections.
In detached one- and two- family dwellings three stories or less in height and constructed with
stud - bearing walls, plain concrete footings with at least two continuous longitudinal reinforcing
bars not smaller than No. 4 are permitted to have a total area of less than 0.002 times the gross
cross - sectional area of the footing.
Section 1909.4 of the CBC is amended to read as follows:
1909.4 Design. Structural plain concrete walls, footings and pedestals shall be designed for adequate
strength in accordance with ACI 318, Section 22.4 through 22.8.
Exception: For Group R -3 occupancies and buildings or other occupancies less than two stories
above grade plane of light -frame construction, the required edge thickness of ACI 318 is permitted to
be reduced to 6 inches (152 mm), provided that the footing does not extend more than 4 inches (102
mm) on either side of the supported wall. This exception shall not apply to structural elements
designed to resist seismic lateral forces for structures assigned to Seismic Design Category D, E or
F.
Section 2204. 1.1 is added to Chapter 22 of the CBC to read as follows:
2204.1.1 Consumables for welding.
2204.1.1.1 Seismic Force Resisting System (SFRS) welds. All welds used in members and
connections in the SFRS shall be made with filler metals meeting the requirements specified in AWS
D1.8 Clause 6.3. AWS D1.8 Clauses 6.3.5, 6.3.6, 6.3.7 and 6.3.8 shall apply only to demand critical
welds.
2204.1.1.2 Demand critical welds. Where welds are designated as demand critical, they shall be
made with filler metals meeting the requirements specified in AWS D1.8 Clause 6.3.
Section 2205.4 is added to Chapter 22 of the CBC to read as follows:
2205.4 AISC 341, Part I, Section 13.2 Members. Add Section 13.2f to read as follows:
13.2f. Member Types
The use of rectangular HSS are not permitted for bracing members, unless filled solid with
cement grout having a minimum compressive strength of 3,000 psi (20.7 MPa) at 28 days. The
effects of composite action in the filled composite brace shall be considered in the sectional
properties of the system where it results in the more severe loading condition or detailing.
Section 2304.11.7 of the CBC is amended to read as follows:
2304.11.7 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be
preservative treated in accordance with AWPA U1 (Commodity Specifications A or F) 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.
Section 2305.4 is added to Chapter 23 of the CBC to read as follows:
2305.4 Quality of Nails. In Seismic Design Category D, E or F, 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.
Section 2305.5 is added to Chapter 23 of the CBC to read as follows:
2305.5 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 (112) wrench turn just prior to
covering the wall framing.
Tables 2306.2.1(3) and 2306.2.1(4) are added to Chapter 23 of the CBC and Section 2306.2.1 of the
CBC is amended to read as follows:
2306.2.1 Wood structural panel diaphragms. Wood structural panel diaphragms shall be designed and
constructed in accordance with AF &PA SDPWS. Wood structural panel diaphragms are permitted to
resist horizontal forces using the allowable shear capacities set forth in Table 2306.2.1(1) or 2306.2.1(2).
For structures assigned to Seismic Design Category D, E or F, the allowable shear capacities shall be set
forth in Table 2306.2.1(3) or 2306.2.1(4). The allowable shear capacities in Table 2306.2.1(1) or
2306.2.1(2) are permitted to be increased 40 percent for wind design.
Wood structural panel diaphragms fastened with staples shall not used to resist seismic forces in
structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used for wood structural panel diaphragms when the allowable shear
values are substantiated by cyclic testing and approved by the building official.
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 diaphragm is 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.
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TABLE 2306.2.1(3) — continued
ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL
PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR - LARCH,
OR SOUTHERN PINE FOR SEISMIC LOADING
FOR STRUCTURES ASSIGNED TO SEISMIC DESIGN CATERGORY D, E OR F
BLOCK N
IF VSFI?
r, t CASE CASE 2 CASE 3 CASE 4
f7= r �
CASE 6 I;- :SFI!
I
(,Q�.7 N_ .`L r, PANG. -DIN I
- .,1,.aT iiJ � -!L l�. rfi 'r•AC:I- .)r). °J. °i .
C:ASF ;.
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N /m.
a. For framing of other species: (1) Find specific gravity for species of lumber in AF &PA NDS. (2) For nails find shear value from
table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment
Factor = [1- (0.5 -SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1.
b. Space fasteners maximum 12 inches o.c. along intermediate framing members (6 inches o.c. where supports are spaced 48
inches o.c.).
c. Framing at adjoining panel edges shall be 3 inches nominal or thicker, and nails at all panel edges shall be staggered where
panel edge nailing is specified at 2 % inches o.c. or less.
d. Framing at adjoining panel edges shall be 3 inches nominal or thicker, and nails at all panel edges shall be staggered where
both of the following conditions are met: (1) 10d nails having penetration into framing of more than 1 '/2 inches and (2) panel
edge nailing is specified at 3 inches o.c. or less.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. For shear loads of normal or permanent load duration as defined by the AF &PA NDS, the values in the table above shall be
multiplied by 0.63 or 0.56, respectively.
TABLE 2306.2.1(4)
ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS
UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS
FIR -LARCH OR SOUTHERN PINE' FOR SEISMIC LOADINGb,r,o
FOR STRUCTURES ASSIGNED TO SEISMIC DESIGN CATERGORY D, E OR F
PANEL
GRADE`
COMMON
NAIL SIZE
MINIMUM
FASTENER
PENETRATION
IN FRAMING
(inches)
MINIMUM
NOMINAL
PANEL
THICKNESS
(inch)
MINIMUM
NOMINAL
WIDTH OF
FRAMING
MEMBERS AT
ADJOINING
PANEL EDGES
AND
BOUNDARIES°
(inches)
LINES OF
FASTENERS
BLOCKED DIAPHRAGMS
Cases 1 and 2°
Fastener Spacing Per Line at Boundaries
(inches)
4
21/2
Fastener Spacing Per Line at Other Panel
Edges (inches)
6
4
4
3
Structural
I grades
10d
common
nails
11/2
15/32
3
2
605
815
875
1,150
4
2
700
915
1,005
1,290
4
3
875
1,220
1,285
1,395
19/32
3
2
670
880
965
1,255
4
2
780
990
1,110
1,440
4
3
965
1,320
1,405
1,790
23/32
3
2
730
955
1,050
1,365
4
2
855
1,070
1,210
1,565
4
3
1,050
1,430
1,525
1,800
Sheathing,
single
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other
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DOC PSI
and PS2
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common
nails
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15/32
3
2
525
725
765
1,010
4
2
605
815
875
1,105
4
3
765
1,085
1,130
1,195
19/32
3
2
650
860
935
1,225
4
2
755
965
1,080
1,370
4
3
935
1,290
1,365
1,485
23/32
3
2
710
935
1,020
1,335
4
2
825
1,050
1,175
1,445
4
3
1,020
1,400
1,480
1,565
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N /m.
a. For framing of other species: (1) Find speck gravity for species of lumber in AF &PA NDS. (2) For nails find shear value from
table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment
Factor = [1- (0.5 -SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1.
b. Fastening along intermediate framing members: Space fasteners a maximum of 12 inches on center, except 6 inches on
center for spans greater than 32 inches.
c. Panels conforming to PSI or PS 2.
d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.2.1(3). The values shown are applicable to Cases 3,
4, 5 and 6 as shown in Table 2306.2.1(3), providing fasteners at all continuous panels edges are spaced in accordance with
the boundary fastener spacing.
e. The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members
not located at boundaries or adjoining panel edges shall be 2 inches.
f. High load diaphragms shall be subject to special inspection in accordance with Section 1704.6.1.
g. For shear loads of normal or permanent load duration as defined by the AF &PA NDS, the values in the table above shall be
multiplied by 0.63 or 0.56, respectively.
TABLE 2306.2.1(4) — continued
ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS
UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS
FIR -LARCH OR SOUTHERN PINE° FOR SEISMIC LOADINGb,r,9
FOR STRUCTURES ASSIGNED TO SEISMIC DESIGN CATERGORY D, E OR F
• • eta'
I { 1 I f • •
TAB; F
PAC G b t
WDVINAt "W".
S r.cI,•ir�G! 'PICft ilia•,
• vari� _ EUGt
4
TARE
NOTE: SPACE PANEL END AND EDGE JOINT 1/8 -INCH. REDUCE SPACING
BETWEEN LINES OF NAILS AS NECESSARY TO MAINTAIN MINIMUM 3/8-
INCH FASTENER EDGE MARGINS, MINIMUM SPACING BETWEEN LINES IS
3/8 -INCH
Table 2306.3(2) is added to Chapter 23 of the CBC and Section 2306.3 and Table 2306.3 of the CBC are
amended to read as follows:
2306.3 Wood structural panel shear walls. Wood structural panel shear walls shall be designed and
constructed in accordance with AF &PA SDPWS. Wood structural panel shear walls are permitted to resist
horizontal forces using the allowable shear capacities set forth in Table 2306.3(1). For structures
assigned to Seismic Design Category D, E or F, the allowable shear capacities shall be set forth in Table
2306.3(2). The allowable shear capacities in Table 2306.3(1) are permitted to be increased 40 percent for
wind design.
Wood structural panel shear walls used to resist seismic forces in structures assigned to Seismic
Design Category D, E or F shall not be less than 4 feet by 8 feet (1219 mm by 2438 mm), except at
boundaries and at changes in framing. 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.
The maximum allowable shear value for three -ply plywood resisting seismic forces in structures
assigned to Seismic Design Category D, E or F is 200 pounds per foot (2.92 kn /m). Nails shall be placed
not less than 1/2 inch (12.7 mm) in from the panel edges and not less than 3/8 inch (9.5mm) from the
edge of the connecting members for shear greater than 350 pounds per foot (5.11 kN /m). Nails shall be
placed not less than 3/8 inch (9.5 mm) from panel edges and not less than 1/4 inch (6.4 mm) from the
edge of the connecting members for shears of 350 pounds per foot (5.11 kN /m) or less.
Wood structural panel shear walls fastened with staples shall not used to resist seismic forces in
structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used for wood structural panel shear walls when the allowable shear
values are substantiated by cyclic testing and approved by the building official.
Wood structural panel shear walls used to resist seismic forces in structures assigned to Seismic
Design Category D, E or F shall be applied directly to the framing members.
TABLE 2306.3Lj
ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH
FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADING b, n, 1, J. 1, m, n
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Section 2306.7 of the CBC are amended to read as follows:
2306.7 Shear walls sheathed with other materials. Shear walls sheathed with portland cement plaster,
gypsum lath, gypsum sheathing or gypsum board shall be designed and constructed in accordance with
AF &PA SDPWS. Shear walls sheathed with these materials are permitted to resist horizontal forces using
the allowable shear capacities set forth in Table 2306.7. Shear walls sheathed with portland cement
plaster, gypsum lath, gypsum sheathing or gypsum board shall not be used to resist seismic forces in
structures assigned to Seismic Design Category E or F.
Shear walls sheathed with lath, plaster or gypsum board shall not be used below the top level in a
multi -level building for structures assigned to Seismic Design Category D.
Section 2308.3.4 of Chapter 23 of the CBC is amended to read as follows:
2308.3.4 Braced wall line support. Braced wall lines shall be supported by continuous foundations.
Exception: For structures with a maximum plan dimension not over 50 feet (15240 mm), continuous
foundations are required at exterior walls only for structures not assigned to Seismic Design Category
D, E or F.
Section 2308.12.2 of Chapter 23 of the CBC is amended to read as follows:
2308.12.2 Concrete or masonry. Concrete or masonry walls and stone or masonry veneer shall not
extend above the basement.
Exception: Stone and masonry veneer is permitted to be used in the first story above grade plane in
Seismic Design Category D, provided the following criteria are met:
Type of brace in accordance with Section 2308.9.3 shall be Method 3 and the
allowable shear capacity in accordance with Table 2306.4.1 shall be a minimum of
350 plf (5108 N /m).
2. The bracing of the first story shall be located at each end and at least every 25 feet
(7620 mm) o.c. but not less than 45 percent of the braced wall line.
3. Hold -down connectors shall be provided at the ends of braced walls for the first floor
to foundation with an allowable design of 2,100 pounds (9341 N).
4. Cripple walls shall not be permitted.
Anchored masonry and stone wall veneer shall not exceed 5 inches (127 mm) in
thickness, shall conform to the requirements of Chapter 14 and shall not extend
more than 5 feet (1524 mm) above the first story finished floor.
Section 2308.12.4 and Table 2308.12.4 of the CBC are amended to read as follows:
2308.12.4 Braced wall line sheathing. Braced wall lines shall be braced by one of the types of
sheathing prescribed by Table 2308.12.4 as shown in Figure 2308.9.3. The sum of lengths of braced wall
panels at each braced wall line shall conform to Table 2308.12.4. Braced wall panels shall be distributed
along the length of the braced wall line and start at not more than 8 feet (2438 mm) from each end of the
braced wall line. Panel sheathing joints shall occur over studs or blocking. Sheathing shall be fastened to
studs, top and bottom plates and at panel edges occurring over blocking. Wall framing to which sheathing
used for bracing is applied shall be nominal 2 inch wide [actual 11/2 inch (38 mm)] or larger members and
spaced a maximum of 16 inches on center.
Exception: Braced wall panels required by Section 2308.12.4 may be eliminated when all of the
following requirements are met:
1. One story detached Group U occupancies not more than 25 feet in depth or length.
2. The roof and three enclosing walls are solid sheathed with 15/32 inch nominal thickness wood
structural panels with 8d common nails placed 3/8 inches from panel edges and spaced not more
than 6 inches on center along all panel edges and 12 inches on center along intermediate framing
members. Wall openings for doors or windows are permitted provided a minimum 4 foot wide
wood structural braced panel with minimum height to length ratio of 2 to 1 is provided at each end
of the wall line and that the wall line be sheathed for 50% of its length.
Wood structural panel sheathing shall be a minimum of 15/32 inch thick nailed with 8d common
placed 3/8 inches from panel edges and spaced not more than 6 inches on center and 12 inches on
center along intermediate framing members.
Braced wall panel construction types shall not be mixed within a braced wall line.
TABLE 2308.12.4
WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E
(Minimum Len th of Wall Bracing per each 25 Linear Feet of Braced Wall Linea)
CONDITION
SHEATHING TYPE
SoS < 0.50
0.50 SSoS< 0.75
0.75 5 SD S!5 1.00
S oS > 1.00
G -P°
10 feet 8 inches
14 feet 8 inches
18 feet 8 inches
25 feet 0 inches
One Story
S -Wdd
5 feet 4 inches
8 feet 0 inches
9 feet 4 inches
12 feet 0 inches
For SI -1 -inch = 25.4 mm, 1 foot = 304.8 mm.
a. Minimum length of panel bracing of one face of the wall for S -W sheathing shall be at least 4' -0" long or both faces of the wall
for G -P sheathing shall be at least 8' -0" long; h/w ratio shall not exceed 2:1. For S -W panel bracing of the same material on two
faces of the wall, the minimum length is permitted to be one -half the tabulated value but the h/w ratio shall not exceed 2:1 and
design for uplift is required.
b. G -P = gypsum board, portland cement plaster or gypsum sheathing boards; S -W = wood structural panels.
c. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates and, where occurring, at blocking:
For 1/2 -inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches on center;
For 5/8 -inch gypsum board, No 11 gage (0.120 inch diameter) cooler nails at 7 inches on center;
For gypsum sheathing board, 1 -3/4 inches long by 7/16 -inch head, diamond point galvanized nails at 4 inches on center;
For gypsum lath, No. 13 gage (0.092 inch) by 1 -1/8 inches long, 19/64 -inch head, plasterboard at 5 inches on center;
For Portland cement plaster, No. 11 gage (0.120 inch) by 11/2 inches long,' /18- inch head at 6 inches on center;
d. S -W sheathing shall be a minimum of 15/32" thick nailed with 8d common placed 3/8 inches from panel edges and spaced not
more than 6 inches on center and 12 inches on center along intermediate framing members.
Section 2304.9.1 and Table 2304.9.1 of the CBC are amended to read as follows:
2304.9.1 Fastener requirements. Connections for wood members shall be designed in accordance with
the appropriate methodology in Section 2301.2. The number and size of fasteners connecting wood
members shall not be less than that set forth in Table 2304.9.1. Staple fasteners in Table 2304.9.1 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.
Add new footnote q to Table 2304.9.1.
q. Staples shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.
Section 2308.12.5 of the CBC are amended to read as follows:
2308.12.5 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than
that prescribed in Table 2308.12.4 or 2304.9.1. Wall sheathing shall not be attached to framing members
by adhesives. Staple fasteners in Table 2304.9.1 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.
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.
Amend Appendix J section J 101 by adding a new section J 101.3 Protection of Adjacent Properties that
reads as follows:
The owner and permittee of any property on which grading has been performed and that requires a
grading permit is responsible for the prevention of damage to adjacent property and no person shall
excavate on land sufficiently close to the property line to endanger any adjoining public street, sidewalk,
alley, or other public or private property without supporting and protecting such property from settling,
cracking or other damage that might result. Special precautions approved by the building official shall be
made to prevent imported or exported materials from being deposited on the adjacent public way and /or
drainage courses. A 30 day excavation notice shall be provided as required by California Civil Code
Section 829 -834 when the excavation is of sufficient depth and proximity to adjacent lot structures.
Amend Appendix J section J 101 by adding a new section J101.4 Safety Precautions that reads as
follows:
General
a) If at any stage of work on an excavation or fill, the building official determines that the
work has become or is likely to become dangerous to any person, or is likely to endanger
any property, public or private, the building official shall be authorized to require safety
precautions to be immediately taken by the property owner as a condition to continuing
such permitted work or to require cessation thereof forthwith unless and until it is made
safe and to amend the plans for such work.
b) Safety precautions may include, but shall not be limited to, specifying a flatter exposed
slope or construction of additional drainage facilities, berms, terracing, compaction,
cribbing, retaining walls or buttress fills, slough walls, desilting basins, check dams,
benching, wire mesh and guniting, rock fences, revetments or diversion walls.
c) Upon the determination of the building official that such safety precautions during grading
are necessary, the building official shall provide a notice and order to the permittee to
implement same. After receiving such notice, oral or written, it is unlawful for the
permittee or any person to proceed with such work contrary to such order.
2. Removal of Ground Cover
a) The existing vegetative ground cover of any watershed in any hillside area shall not
be destroyed, removed or damaged except for routine maintenance pursuant to
lawful grading, use or occupancy of the property or to clear hazardous vegetation
near structures and roads in areas designated as High Fire Hazard areas
b) Whenever ground cover is removed or damaged pursuant to a validly issued grading
permit, the permittee shall restore and maintain the affected area with an approved
ground cover, or shall accomplish such other erosion control protection measures as
may be approved by the building official. Such erosion control shall be completed
within thirty days after cessation of the grading work or other work pursuant to a
validly issued building permit.
3. Maintenance of Protective Devices
All devices used to protect hillside areas from erosion or landslide damage including, but not
limited to, retaining walls, cribbing, terracing, surface and subsurface drainage structures,
interceptor drains, check dams, and riprap shall be maintained in good condition and repair
as approved by the building official at the time of completion of construction thereof.
Amend Appendix J section J 101 by adding a new section J101.5 Protection of Utilities that reads as
follows:
The owner and permittee of any property on which grading has been performed and that requires a
grading permit shall be responsible for the prevention of damage to any public utilities or services.
Amend Appendix J section J 103.2 Exemptions item 1 and add 1 -A to read as follows:
1. An excavation which (a) is less than 2 feet (610 mm) in depth, or (b) which does not create a
cut slope greater than 5 feet (1524 mm) in height and steeper than one unit vertical in two units
horizontal (50 percent slope). This exception shall not apply to cut which exceeds 50 cubic yards
(38.3 m3) or which changes the existing drainage pattern.
A. Fill that is less than one foot (305 mm) in depth and placed on natural terrain with a slope flatter than
one unit vertical in 10 units horizontal (10 percent slope). This exception shall not apply when the fill
exceeds 50 cubic yards (38.3 m3) or when the fill changes the existing drainage pattern.
Amend Appendix J section J 109.4 Drainage across property lines, to read as follows:
J 109.4 Site Drainage. All lots with new cut or fill; projects with concentrated drainage such as roof or
deck drainage, and which change the existing drainage pattern shall have drainage that slopes a
minimum of two percent to an approved drainage device or facility, or to a public way without crossing
adjacent lots. Where used, the drainage device shall be an adequately designed system of catch basins,
swales and /or drain lines, which conducts the water to a Public Way, without crossing adjacent lot's, via
a non erosive device.
EXCEPTION: Where the slope of the underlying natural ground does not exceed three percent and the
compacted fill is less than three feet (914 mm) in depth, the slope of the drainage pattern may be reduced
to one percent. Compliance with California Building Code Section 1803.3 is still required, and the slope is
not to be reduced per this section.
Appendix V — Voluntary Retrofit Standards are added to the CBC as follows:
APPENDIX V —SECTION V101 -VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN
EXISTING TILT -UP CONCRETE WALL BUILDINGS
SECTION V101. PURPOSE.
The purpose of this Chapter is to promote public safety and welfare by reducing the risk of
death or injury that may result from the effects of earthquakes on tilt -up concrete wall buildings
designed under the building codes in effect prior to January 1, 1976.
The provisions of this Chapter are minimum voluntary standards for structural seismic
resistance established primarily to reduce the risk of life loss or injury on both subject and
adjacent properties and will not necessarily prevent loss of life or injury or prevent earthquake
damage to an existing building which complies with these standards. This Chapter provides
systematic procedures and standards for identification and classification of tilt -up concrete wall
building based on the current use of the building.
SECTION V102. SCOPE.
The provisions of this Chapter shall apply to all buildings designed under building codes in effect
prior to January 1, 1976, which, on the effective date of this Chapter have tilt -up concrete walls
as defined herein.
SECTION V103. DEFINITIONS.
For purposes of this Chapter, the applicable definitions in Sections 1602, 1902, 2302 and
Section 11.2 of ASCE 7, and the following shall apply:
COMMENCED CONSTRUCTION. Construction pursuant to a valid building permit has
progressed to the point that one of the called inspections as required by the Department has
been made and the work for which the inspection has been called has been judged by the
Department to be substantial and has been approved by the Department.
DEPARTMENT. The Department of Building and Safety.
ESSENTIAL BUILDING. For purposes of this Chapter, any building housing a hospital or other
medical facility having surgery or emergency treatment areas, fire or police stations, municipal
government disaster operations, and communication centers.
TILT -UP CONCRETE WALL. A form of precast concrete panel construction either cast in the
horizontal position at the site and after curing, lifted and moved into place in a vertical position,
or cast off -site in a fabricator's shop.
SECTION V104. RATING CLASSIFICATIONS.
The rating classification as exhibited in Table No. 91 -A is hereby established and each building
within the scope of this Chapter shall be placed in one rating classification by the Department.
The total occupant load as determined by Section 1004.1 for the entire building plus the
occupant load of any adjacent building, which interconnects with the subject building or uses the
subject building for exiting purposes, shall be used to determine the rating classification.
SECTION V105. ANALYSIS AND DESIGN.
For the purpose of this section, "anchorage system(s)" shall mean all structural elements,
which supports the wall in the lateral direction, including wall anchorage and continuity tie
(cross -tie) connectors in subdiaphragms and main diaphragms for retrofit and repairs.
V105.1. Wall Panel Anchorage. Concrete walls shall be anchored to all floors and roofs which
provide lateral support for the wall. The anchorage shall provide a positive direct connection
between the wall and floor or roof construction capable of resisting a horizontal force equal to 30
percent of the tributary wall weight for all buildings, and 45 percent of the tributary wall weight
for essential buildings, or a minimum force of 250 pounds per linear foot of wall, whichever is
greater. The required anchorage shall be based on the tributary wall panel assuming simple
supports at floors and roof.
V105.2. Special Requirements for Wall Anchors and Continuity Ties. The steel elements of
the wall anchorage systems and continuity ties shall be designed by the allowable stress design
method using a load factor of 1.7. The 1/3 stress increase permitted by Section 12.4.3.3 of
ASCE 7 shall not be permitted for materials using allowable stress design methods. The
strength design specified in Section 1912, using a load factor of 2.0 in lieu of 1.4 for earthquake
loading, shall be used for design of embedments in concrete. Wall anchors shall be provided to
resist out -of -plane forces, independent of existing shear anchors.
EXCEPTION: Existing cast -in -place shear anchors may be used as wall anchors if the
tie element can be readily attached to the anchors and if the engineer or architect can
establish tension values for the existing anchors through the use of approved as -built
plans or testing, and through analysis showing that the bolts are capable of resisting the
total shear load while being acted upon by the maximum tension force due to
earthquake
Expansion anchors are not allowed. Attaching the edge of plywood sheathing to steel
ledgers is not considered as complying with the positive anchoring requirements of the
Code; and attaching the edge of steel decks to steel ledgers is not considered as
providing the positive anchorage of this Code unless testing and /or analysis are
performed, which establish shear values for the attachment perpendicular to the edge of
the deck.
V105.3. Development of Anchor Loads into the Diaphragm. Development of anchor loads
into roof and floor diaphragms shall comply with Section 12.11 of ASCE 7.
EXCEPTION: If continuously tied girders are present, then the maximum spacing of the
continuity ties is the greater of the girder spacing or 24 feet (7315 mm). In wood
diaphragms, anchorage shall not be accomplished by use of toe nails or nails subject to
withdrawal, nor shall wood ledgers, top plates or framing be used in cross -grain bending
or cross -grain tension. The continuous ties required by Section 12.11 of ASCE 7 shall be
in addition to the diaphragm sheathing. Lengths of development of anchor loads in wood
diaphragms shall be based on existing field nailing of the sheathing unless existing edge
nailing is positively identified on the original construction plans or at the site.
At reentrant corners, continuity collectors may be required for existing return walls not
designed as shear walls, to develop into the diaphragm a force equal to the lesser of the
rocking or shear capacity of the return wall, or the tributary shear, but not exceeding the
capacity of the diaphragm. Shear anchors for the return wall shall be commensurate with
the collector force. If a truss or beam, other than rafters or purlins, is supported by the
return wall or by a column integral with the return wall, an independent secondary
column, is required to support the roof or floor members whenever rocking or shear
capacity of the return wall is governing. Seismic deflection shall be determined at the
return walls, and fins /canopies at entrances, to ensure deflection compatibility with the
diaphragm, by either seismically isolating the element or attaching the element and
integrating its load into the diaphragm.
V105.4. Anchorage at Pilasters. Anchorage of pilasters shall be designed for the tributary wall
anchoring load per Section 9105.1 of this Code, considering the wall as a two -way slab. The
edge of the two -way slab shall be considered `fixed" when there is continuity at pilasters, and
considered "pinned" at roof or floor levels. The pilasters or the walls immediately adjacent to the
pilasters shall be anchored directly to the roof framing such that the existing vertical anchor
bolts at the top of the pilasters are by- passed without causing tension or shear failure at the top
of the pilasters.
EXCEPTION: If existing vertical anchor bolts at the top of the pilasters are used for the
anchorage, then additional exterior confinement shall be provided. The minimum
anchorage at a floor or roof between the pilasters shall be that specified in Section
9105.1 of this Code.
V105.5. Symmetry. Symmetry of connectors in the anchorage system is required. Eccentricity
may be allowed when it can be shown that all components of forces are positively resisted and
justified by calculations or tests.
V105.6. Minimum Roof Member Size. Wood members used to develop anchorage forces to
the diaphragm must be at least 3x for new construction and replacement. All such members
must be checked for gravity and earthquake as part of the wall anchorage system. For existing
buildings, the member check shall be without the 1/3 stress increase per Section 9108.2.
V105.7. Combination of Anchor Types. To repair and retrofit existing buildings, a combination
of different anchor types of different behavior or stiffness shall not be permitted. The capacity of
the new and existing connectors cannot be added.
V105.8. Prohibited Anchors. Usage of connectors that were bent and /or stretched from the
intended use shall be prohibited.
V105.9. Crack and Damage Repairs, Evaluation of Existing Structural Alterations. The
engineer shall report any observed structural conditions and structural damage that have
imminent life safety effects on the buildings and recommend repairs. Evaluations and repairs
shall be reviewed and approved by the Department. The engineer shall also evaluate the effects
of alterations such as openings cut in existing wall panels without a permit, that may present
immediate life safety hazard and correct when necessary.
V105.10. Miscellaneous. Existing mezzanines relying on the tilt -up walls for vertical and /or
lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending
on the mezzanine for lateral support shall be anchored per Sections 9105.1, 9105.2 and 9105.3.
EXCEPTION: Existing mezzanines that have independent lateral and vertical support
need not be anchored to the walls. Existing interior masonry or concrete walls not
designed as shear walls, that extend to the floor above or to the roof diaphragm shall
also be anchored for out -of -plane forces per Sections 9105.1, 9105.2 and 9105.3 of this
Code. In the in -plane direction, the walls may be isolated or shall be developed into the
diaphragm for a lateral force equal to the lesser of the rocking or shear capacity of the
wall, or the tributary shear but not exceeding the diaphragm capacity.
SECTION V110. INFORMATION REQUIRED ON PLANS.
V110.1. General. In addition to the seismic analysis required elsewhere in this Chapter, the
licensed engineer or architect responsible for the seismic analysis of the building shall record
the information required by this section on the approved plans.
V110.2. Information Required. The plans shall accurately reflect the results of the engineering
investigation and design and show all pertinent dimensions and sizes for plan review and
construction. The following shall be provided:
1. Floor plans and roof plans shall show existing framing construction, diaphragm construction,
proposed wall anchors,
cross -ties and collectors. Existing nailing, anchors, ties and collectors shall also be shown on
the plans if these are part of the design, and these structural elements need to be verified in the
field.
2. At elevations where there are alterations or damage, details shall show roof and floor heights,
dimensions of openings, location and extent of existing damage, and proposed repair.
3. Typical wall panel sections with panel thickness, height, location of anchors shall be provided.
4. Details shall include existing and new anchors and the method of development of anchor
forces into the diaphragm
framing; existing and /or new cross -ties; existing and /or new or improved support of roof and
floor girders at pilasters or
walls.
V110.3. Engineer's or Architect's Statement.
The responsible engineer or architect shall state on the approved plans, the following:
1. 1 am responsible for this building's seismic strengthening design in compliance with the
minimum seismic resistance
standards of Chapter 91 of the California Building Code. and when applicable:
2. The Registered Deputy Inspector, required as a condition of the use of structural design
stresses requiring continuous
inspection, will be responsible to me as required by Section 1704 of the California Building
Code.
SECTION V111. REQUIRED BUILDING MAINTENANCE.
Every building within the scope of this Chapter which has been analyzed to demonstrate
compliance or structurally altered to comply with the minimum earthquake standards in this
Chapter shall be maintained in conformity with the requirements of this Chapter in effect at the
time of such analysis or structural alteration.
TABLE NO. 91 -A
RATING CLASSIFICATIONS
Classification Occupant Load
Essential N/A
Group 1 300 or more
Group II 100 to 299
Group 111 50 to 99
Group IV Less than 50
Appendix V- Cripple Wall is hereby added to the CBC to read as follows:
CHAPTER V — SECTION V201 - VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN
EXISTING WOOD FRAME RESIDENTIAL BUILDINGS WITH WEAK CRIPPLE WALLS AND
UNBOLTED SILL PLATES
SECTION V201. GENERAL.
V201.1. Purpose.
The provisions of this Chapter are intended to promote public safety and welfare by reducing
the risk of earthquake- induced damage to existing wood - framed residential buildings. The
voluntary minimum standards contained in this Chapter shall substantially improve the seismic
performance of these residential buildings but will not necessarily prevent all earthquake
damage. When fully followed, these standards will strengthen the portion of the structure that is
most vulnerable to earthquake damage.
Prior to 1960, most wood frame residential buildings were built with raised wood floors
supported by short wood stud walls known as cripple walls. These cripple walls are typically
braced with weak seismic materials such as portland cement plaster or horizontal wood siding.
In addition, wood frame buildings built under building codes in effect prior to July 1938 were not
required to be bolted to their foundations. Recent earthquakes have shown that if a building has
weak cripple walls or is unbolted, it may fall off its foundation even in moderate earthquakes.
Fallen buildings have collapsed, caught fire or needed extensive repairs to restore their
occupancy.
This Chapter sets prescriptive standards for strengthening of underfloor enclosures that shall be
permitted by the Building Official without requiring plans or calculations prepared by an architect
or an engineer. This Chapter also provides a design standard for the use of alternate materials
or an alternate method of construction in lieu of the prescriptive standards. Construction
documents for strengthening using alternate materials or methods shall be prepared by an
architect or engineer.
V201.2. Scope. The provisions of this Chapter may be applied to light wood frame Group R
Occupancies with no more than four dwelling units when they contain one or more of the
structural weaknesses specified in Section V203.1.
The provisions of this Chapter do not apply to the buildings or elements of the buildings, listed
below. These buildings or elements require analysis by an engineer or architect in accordance
with Chapter 16 or other approved standards to determine appropriate strengthening.
1. Buildings with a lateral force resisting system using poles or columns embedded in the
ground.
2. Cripple walls that exceed four feet (1234 mm) in height.
3. Buildings exceeding three stories in height and any three -story building with cripple wall studs
exceeding 14 inches (360 mm) in height.
4. Buildings, or portions of buildings, constructed on a concrete slab on grade or constructed on
or into a slope steeper than three horizontal to one vertical.
5. Buildings where the Building Official determines that conditions exist that are beyond the
scope of the
requirements of this Chapter. The standard details approved by the Building Official and these
prescriptive provisions are not intended to be the only acceptable strengthening methods
permitted. Alternate details and methods shall be permitted when approved by the Building
Official. Qualified Historical Buildings shall be permitted to use alternate building regulations of
Section 8119 of this Code in order to preserve their original or restored architectural elements
and features.
V201.3. Alternative Design Procedures. When analysis by an engineer or architect is required
or provided for a building within the scope of this Chapter, that analysis shall be in accordance
with all requirements of this Code except as provided in this Chapter. The design shall provide
strengthening for any structural weakness listed in Section V203 that is at least equivalent to
that provided by the prescriptive requirements of this Chapter with respect to strength,
deflection, and capacity. The Building Official may require that sufficient evidence be submitted
to substantiate that equivalence. The base shear may be determined in accordance with the
following:
V = 0. 1375 W (V2-1)
Where:
V = The total design lateral force or shear at the base.
W = The total seismic dead load defined in Section 12.7.2 of ASCE 7
SECTION V202. DEFINITIONS.
For the purpose of this Chapter, in addition to the applicable definitions, symbols and notations
in this Code, certain additional terms are defined as follows:
ADHESIVE ANCHOR is a fastener placed in hardened concrete or masonry that derives its
holding strength from a chemical adhesive compound placed between the wall of the hole and
the embedded portion of the anchor.
ANCHOR SIDE PLATE is a metal plate or plates used to connect a sill plate to the side of a
concrete or masonry stem wall.
CRIPPLE WALL is a wood - framed stud wall extending from the top of the foundation to the
underside of the lowest floor framing.
EXPANSION ANCHOR is a mechanical fastener placed in hardened concrete or assembled
masonry, designed to expand in a self - drilled or pre - drilled hole of a specified size and engage
the sides of the hole in one or more locations to develop shear and /or tension resistance to
applied loads without grout, adhesive or drypack.
PERIMETER FOUNDATION is a foundation system which is located under the exterior walls of
a building.
SNUG -TIGHT is as tight as an individual can torque a nut on a bolt by hand using a wrench with
a 10 -inch (254 mm) long handle and the point at which the full surface of the plate washer is
contacting the wood member and slightly indents the wood surface.
UNREINFORCED MASONRY includes adobe, burned clay, concrete or sand -lime brick, hollow
clay or concrete block, hollow clay tile, rubble, cut stone and unburned clay masonry walls in
which the area of reinforcement is less than 50 percent of the minimum steel ratios required for
reinforced masonry.
SECTION V203. STRUCTURAL WEAKNESSES.
V203.1. General. For the purpose of this Chapter, structural weaknesses shall be as specified
below.
1. Sill plates or floor framing which are supported directly on the ground without an approved
foundation system.
2. A perimeter foundation system which is constructed of wood posts supported on isolated pad
footings.
3. Perimeter foundation systems that are not continuous.
EXCEPTIONS:
A. Existing single -story exterior walls not exceeding 10 feet (3084 mm) in length forming
an extension of floor area beyond the line of an existing continuous perimeter
foundation.
B. Porches, storage rooms and similar spaces not containing fuel- burning appliances.
4. A perimeter foundation system which is constructed of unreinforced masonry.
5. Sill plates which are not connected to the foundation or are connected with less than what is
required by Section V204.3.1.
6. Cripple walls that are not braced in accordance with the requirements of Section V204.4 and
Table V2 -A.
SECTION V204. STRENGTHENING REQUIREMENTS.
V204.1. General.
V204.1.1. Scope. The structural weaknesses noted in Section V203 shall be strengthened in
accordance with the requirements of this section. Strengthening work shall be allowed to include
both new construction and alteration of existing construction. Except as provided here, all
strengthening work and materials shall comply with the applicable provisions of this Code. All
prescribe nailing in this Chapter shall be common nails. Alternate methods of strengthening
shall be allowed provided the systems are designed by an engineer or architect and approved
by the Building Official.
V204.1.2. Condition of Existing Wood Materials. All existing wood materials which will be a
part of the strengthening work shall be in a sound condition and free from defects which
substantially reduce the capacity of the member. Any wood material found to contain fungus
infection shall be removed and replaced with new material. Any wood material found to be
infested with insects or to have been infested shall be strengthened or replaced with new
materials to provide a net dimension of sound wood at least equal to its undamaged original
dimension.
V204.1.3. Floor Joists Not Parallel to Foundations. Floor joists framed perpendicular or at an
angle to perimeter foundations shall be restrained by either a nominal two -inch (51 mm) wide
continuous rim joist or a nominal two -inch (51 mm) wide full depth blocking between alternate
joists in one- and two -story buildings, and between each joist in three -story buildings. Blocking
for multistory buildings must occur at each joist space above a braced cripple wall panel.
Existing connections at the top edge of an existing rim joist or blocking need not be verified. The
bottom edge connection to either the foundation sill plate or top plate of a cripple wall shall be
verified unless a supplemental connection is provided. The minimum existing bottom edge
connection shall consist of 8d toe nails spaced six inches (152 mm) apart for a continuous rim
joist or three 8d toe nails per block. When this minimum bottom edge connection is not present,
or is not verified, a supplemental connection shall be provided.
When an existing continuous rim joist or the minimum existing blocking does not occur, new 1-
1/8 inch (2V mm) wood structural panel blocking installed tightly between floor joists and nailed
with 10d common nails at four inches on center to the sill or wall top plate shall be provided at
the inside face of the cripple wall. In lieu of 1 -1/8 inch (29 mm) wood structural panel blocking,
tight fitting, full or near full depth two inches nominal width (51 mm) lumber blocking shall be
allowed provided it does not split during installation. New blocking is not required where it will
interfere with vents or plumbing which penetrates
the wall.
V204.1.4. Floor Joists Parallel to Foundations. Where existing floor joists are parallel to the
perimeter foundations, the end joist shall be located over the foundation and, except for required
ventilation openings, shall be continuous and in continuous contact with any existing foundation
sill plate or top plate of the cripple wall. Existing connections at the top edge connection of the
end joist need not be verified; however, the bottom edge connection to either the foundation sill
plate or the top plate of a cripple wall shall be verified unless a supplemental connection is
provided. The minimum bottom edge connection shall be 8d toe nails spaced six inches (152
mm) apart. If this minimum bottom edge connection is not present or is not verified, a
supplemental connection shall be provided.
V204.1.5. Supplemental Connections. Supplemental connections shall provide sufficient
strength to transfer the seismic forces.
Framing anchors of minimum 18 gauge steel and 12 approved fasteners may be considered to
meet this requirement when spaced
32 inches (813 mm) on center for one story buildings, 24 inches (610 mm) on center for two
story buildings and 16 inches (406
mm) on center for three story buildings.
EXCEPTION: A supplemental connection is not required when:
1. The structural wood panel sheathing extends from the sill plate to the rim joist or blocking
above.
2. The floor sheathing is nailed directly into the sill or top plate of the cripple wall.
V204.1.6. Single Top Plate Ties. When a single top plate exists in the cripple wall, all end joints
in the top plate shall be tied. Ties shall be connected to each end of the discontinuous top plate
and shall be equal to one of the following:
1. 3 -inch by 6 -inch (76 mm by 152 mm) by 0.036- inch -thick (0.9 mm) galvanized steel and
nailed with six 8d nails at each end.
2. 1 -1/2 inches (38 mm) by 12 -inch (305 mm) by 0.058 inches (1.47 mm) galvanized steel nailed
with six 16d nails at each end.
3. 2 -inch by 4 -inch by 12 -inch wood blocking nailed with six 16d nails at each end.
V204.2. Foundations.
V204.2.1. New Perimeter Foundations. New perimeter foundations shall be provided for
structures with the structural weaknesses noted in Items 1 and 2 of Section V203.1. Soil
investigations or geotechnical studies are not required for this work unless the building shows
signs of excessive settlement or creep.
V204.2.2. Foundation Evaluation by Engineer or Architect. Partial perimeter foundations or
unreinforced masonry foundations shall be evaluated by an engineer or architect for the force
levels noted in Formula (V2 -1). Test reports or other substantiating data to determine existing
foundation material strengths shall be submitted for review. When approved by the Building
Official, these foundation systems may be strengthened in accordance with the
recommendations included
with the evaluation in lieu of being replaced.
EXCEPTION: In lieu of testing existing foundations to determine material strengths and when
approved by the Building Official, a new nonperimeter foundation system, designed for the
forces noted in Formula (V2 -1), may be used to resist all exterior wall lateral forces.
V204.2.3. Details for New Perimeter Foundations. All new perimeter foundations shall be
continuous and constructed according to the standards for new buildings.
EXCEPTIONS:
1. When approved by the Building Official, the existing clearance between existing floor joists or
girders and existing grade below the floor need not comply with Section 2304.11.2.1. This
exception shall not be permitted when buildings are relocated on new foundations.
2. When approved by the Building Official, and when designed by an engineer or architect,
partial perimeter foundations may be used in lieu of a continuous perimeter foundation.
V204.3. Foundation Sill Plate Anchorage.
V204.3.1. Existing Perimeter Foundations. When the building has an existing continuous
perimeter foundation, all perimeter wall sill plates shall be connected to the foundation in
accordance with Table V2 -A and this section. Anchors shall be installed with the plate washer
installed between the nut and the sill plate. The nut shall be tightened to a snugtight condition
after curing is complete for adhesive anchors and after expansion wedge engagement for
expansion anchors. The installation of nuts on all anchors shall be subject to verification by the
Building Official. Torque testing shall be performed for 25 percent of all adhesive or expansion
anchors. Minimum test values shall be 30 foot pounds (41 N -m) for 1/2 -inch (12.7 mm) and 40
foot pounds (55 N -m) for 5/8 -inch (15.9 mm) diameter anchors.
Anchor side plates shall be permitted when conditions prevent anchor installation vertically
through the sill plate. Anchor side plates shall be spaced as required for adhesive or expansion
anchors but only one anchor side plate is required on individual pieces of sill plate less than 32
inches (813 mm) in length. Wood structural panel shims shall be used on sill plates for single
plate anchor side plates when the foundation stem wall is from 3/16 inch (4.8 mm) to 3/4 inch
(19 mm) wider than the sill plate.
The shim length shall extend a minimum of two inches ( 50.8 mm) past each end of the anchor
side plate. Two plate anchor side plates shall be used when the total thickness of the required
shim exceeds 3/4 inch (19 mm). All anchor side plates, which use lag or wood screws shall pre-
drill the sill plate to prevent splitting as required by Section 2304.9. Lag or wood screws shall be
installed in the center of the thickness of the existing sill plate. Expansion anchors shall not be
used in unreinforced masonry or concrete or masonry grout of poor quality. Adhesive anchors
shall be required when expansion anchors will not tighten to the required torque or their
installation causes surface cracking of the foundation wall.
V204.3.2. Placement of Anchors. Anchors shall be placed within 12 inches (305 mm), but not
less than nine inches (229 mm), from the ends of sill plates and shall be placed near the center
of the stud space closest to the required spacing. New sill plates may be installed in pieces
when necessary because of existing conditions. The minimum length of new sill plate pieces
shall be 30 inches (762 mm).
EXCEPTION: Where physical obstructions such as fireplaces, plumbing or heating ducts
interfere with the placement of an anchor, the anchor shall be placed as close to the obstruction
as possible, but not less than nine inches (229 mm) from the end of the plate. Center -to- center
spacing of the anchors shall be reduced as necessary to provide the minimum total number of
anchors required based on the full length of the wall. Center -to- center spacing shall not be less
than 12 inches (305 mm).
V204.3.3. New Perimeter Foundations. Sill plates for new perimeter foundations shall be
anchored as required by Section 1805.6.
V204.4. Cripple Wall Bracing.
V204.4.1. General.
Exterior cripple walls, not exceeding four feet (1219 mm) in height shall use the prescriptive
bracing method listed below. Cripple walls more than four feet (1219 mm) in height require
analysis by an engineer or architect in accordance with Chapter 16.
V204.4.1.1. Sheathing Requirements.
Wood structural panel sheathing shall not be less than 15/32 -inch (12 mm) thick. When used,
plywood panels shall be constructed of five or more plies. All wood structural panels shall be
nailed with 8d common nails spaced four inches (102 mm) on center at all edges and at 12
inches (305 mm) on center at each intermediate support with not less than two nails for each
stud. Nails shall be driven so that their head or crown is flush with the surface of the sheathing
and shall penetrate the supporting member a minimum of 1 -1/2 inch (38 mm). When a nail
fractures the surface, it shall be left in place and not counted as part of the required nailing. A
new 8d nail shall be located within two inches (51 mm) of the discounted nail and hand driven
flush with the sheathing surface.
EXCEPTION: No. 6 X 1 -1/2 inch (38 mm) wood screws may be used for sheathing nailing when
bracing materials are installed on the interior face of studs and cement plaster or other brittle
finishes are on the exterior of the sheathed wall. All horizontal joints must occur over nominal
two -inch by four -inch (51 mm by 102 mm) blocking installed with the nominal four -inch (102
mm) dimension against the face of the plywood. All vertical joints must occur over studs.
Vertical joints at adjoining pieces of wood structural panels shall be centered on existing studs
such that there is a minimum 1/8 inch (3.2 mm) between the panels. Nails shall be placed a
minimum of 1/2 inch (12.7 mm) from the edges of the existing stud. When such edge distance
cannot be maintained because of the width of the existing stud, a new stud shall be added
adjacent to the existing and connected with 16d common nails at eight inches (206 mm) on
center. A minimum of three such nails shall be provided.
V204.4.2. Distribution and Amount of Bracing.
See Table V2 -A for the distribution and amount of bracing required. Bracing for a building with
three or more floor levels above cripple wall studs exceeding 14 inches (356 mm) in height must
be designed in accordance with Chapter 16.
The braced panel must be at least two times the height of the cripple stud wall but not less than
48 inches (1219 mm) in width. All panels along a wall shall be nearly equal in length and shall
be nearly equally spaced along the length of the wall. Braced panels at ends of walls shall be
located as near the end as possible.
Where physical obstructions such as fireplaces, plumbing or heating ducts interfere with the
placement of cripple wall bracing, the bracing shall then be placed as close to the obstruction as
possible. The total amount of bracing required shall not be reduced because of obstructions but
the required length of bracing need not exceed the length of the wall.
Underfloor ventilation openings shall be maintained in accordance with Section 2306.7. Braced
panels may include underfloor ventilation openings when the height of the solid portion of the
panel meets or 75 percent of the height of the cripple stud wall. When the minimum amount of
bracing prescribed in Table V2 -A cannot be installed due to obstructions along any wall, the
bracing must be designed by an architect or engineer in accordance with Section 1203.3.
V204.4.3. Stud Space Ventilation. When bracing materials are installed on the interior face of
studs forming an enclosed space between the new bracing and existing exterior finish, each
braced stud space must be ventilated. Adequate ventilation and access for future inspection
shall be provided by drilling on two -inch to three -inch (51 mm to 76 mm) diameter round hole
through the sheathing nearly centered between each stud at the top and bottom of the cripple
wall. Such holes should be spaced a minimum of one -inch (25 mm) clear from the sill or top
plates. In stud spaces containing sill bolts, the hole shall be located on the center line of the sill
bolt but not closer than one -inch (25 mm) clear from the nailing edge of the sheathing.
When existing blocking occurs within the stud space, additional ventilation holes shall be placed
above and below the blocking or the existing block shall be removed and a new nominal two -
inch (51 mm) by four -inch (102 mm) block installed with the nominal four -inch (102 mm)
dimension against the face of the plywood. For stud heights less than 18 inches (457 mm) only
one
ventilation hole need be provided.
V204.4.4. Existing Underfloor Ventilation. Existing underfloor ventilation shall not be reduced
without providing equivalent new ventilation as close to the existing as possible. New sheathing
may be installed around existing vent openings in braced panels when the length of the panel is
increased a distance equal to the length of the vent opening or one stud space minimum.
EXCEPTION: For residential buildings with a post and pier foundation system where a new
continuous perimeter foundation system is being installed, ventilation shall be provided in
accordance with this Code.
SECTION V205. QUALITY CONTROL.
V205.1. Inspection by the Department. All work shall be subject to inspection by the Building
Official including, but not limited to:
1. Placement and installation of new adhesive or expansion anchors or anchor side plates
installed in existing foundations.
2. Placement of required blocking and framing anchors.
3. Installation and nailing of new cripple wall bracing.
The torque testing of sill plate anchors per Section V204.3.1 shall be performed by the building
inspector.
V205.2. Special Inspection.
Special inspection is not required for sill plate anchors installed in existing foundations regulated
by the provisions of this Chapter. Any work may be subject to special inspection when required
by the Building Official or when so designated by the architect or engineer of record.
V205.3. Structural Observation.
Structural observation is not required for work done under the prescriptive provisions of this
Chapter. When construction documents for strengthening are prepared by an architect or
engineer and alternate materials or methods are used, structural observation shall be provided
as required in Section 1709.
V205.4. Engineer's or Architect's Statement.
When an alternative design is provided per Section V201.3, the responsible engineer or
architect shall place the following statement on the approved plans:
1. "1 am responsible for this building's seismic strengthening design for the underfloor cripple
walls and sill bolting in compliance with the minimum seismic resistance standards of Appendix
Chapter V201 of the Building Code." or when applicable:
2. "The Registered Deputy Inspector, required as a condition of the use of structural design
stresses requiring continuous inspection, will be responsible to me as required by Section 1704
of the El Segundo Building Code."
TABLE V2 -A
SILL PLATE ANCHORAGE AND CRIPPLE WALL BRACING 1,2,3
Number of Stories above Cripple Walls Minimum Sill Plate Connection
and Maximum Spacing Amount of Wall Bracing
One Story Adhesive or expansion anchors shall be 1/2 -inch (12.7 mm) minimum diameter
spaced at six feet (1829 mm) maximum center to center. Each end and not less than 50% of the
wall length. Two Story Adhesive or expansion anchors shall be 1/2 -inch (12.7 mm) minimum
diameter spaced at four feet (1219 mm) maximum center to center; or 5/8 inch (15.9 mm)
spaced at six feet maximum center to center. Each end and not less than 70% of the wall
length. Three Story Adhesive or expansion anchors shall be 1/2- inch minimum (12.7 mm)
diameter spaced at two feet eight inches (813 mm) maximum center to center; or 5/8 -inch
minimum (15.9 mm) diameter spaced at four feet (1219 mm) maximum center to center. 100%
of the wall length. 1. Plate washers for use with adhesive or expansion anchors shall be two -
inch (51 mm) by two- inch (51 mm) by 3/16 -inch (4.8 mm) for 1/2 -inch (12.7 mm) diameter
anchors and 2 -1/2 -inch (64 mm) by 2 -1/2 -inch (64 mm) by 1/4 -inch (6 mm) for 5/8 inch (15.9
mm) diameter anchors. 2. Existing sill plate anchor bolts shall be permitted to provide all or a
portion of the sill plate connection requirement if:
a. the anchor bolt is cast in concrete and in sound condition, and:
b. the diameter size and maximum spacing meets or exceeds the requirements of Table V2 -A,
and:
c. a new plate washer conforming to footnote 1 is installed, and:
d. the sill plate is connected to a snug tight condition and torque tested per Section V204.3.1.3.
Anchor side plates shall be permitted when conditions prevent anchor installation vertically
through the sill plate
APPENDIX V301 - VOLUNTARY — EARTHQUAKE HAZARD REDUCTION IN
EXISTING REINFORCED CONCRETE AND REINFORCED
MASONRY WALL BUILDINGS WITH FLEXIBLE DIAPHRAGMS
SECTION V301. PURPOSE.
The purpose of this Chapter is to promote public safety and welfare by reducing the risk of
death or injury that may result from the effects of earthquakes on reinforced concrete and
masonry wall buildings with flexible diaphragms designed under the building codes in effect
prior to January 1, 1995. These buildings are potentially hazardous and prone to significant
damage, including possible collapse, in a moderate to major earthquake. These structures
typically shelter large numbers of persons and property for retail, food markets, food distribution
centers, warehousing, aerospace, industrial /manufacturing and general
business and office use. Their continued use after an earthquake is also essential to the local
economy and its post- earthquake recovery.
The provisions of this Chapter are minimum standards for structural seismic resistance
established primarily to reduce the risk of loss of life or injury on both subject and adjacent
properties and will not necessarily prevent all earthquake damage to an existing building which
complies with these standards. This Chapter shall not require existing electrical, plumbing,
mechanical or fire safety systems to be altered unless they constitute a hazard to life or
property.
This Chapter provides voluntary retrofit standards for deficient wall anchorage systems on
structures that are not subject to the mandatory provisions of Chapter When fully followed,
these standards will strengthen the portion of the structure that is most vulnerable to earthquake
damage.
SECTION V302. SCOPE.
The voluntary provisions of this Chapter shall apply to existing buildings of the following types:
1. Cast -in -place reinforced concrete or masonry wall buildings with flexible diaphragms
designed under building codes in effect prior to January 1, 1995.
2. Tilt -up concrete wall buildings with flexible diaphragms designed under the building codes in
effect prior to January 1, 1995, but after January 1, 1976.
All tilt -up concrete wall buildings designed under the Building Code in effect prior to January 1,
1976 are subject to the mandatory provisions of this Chapter All existing reinforced masonry or
concrete buildings with flexible diaphragms, including tilt -up concrete wall buildings, designed
under the Building Code in effect on or after January 1, 1995, shall be designed in conformance
with Chapter 16.
SECTION V303. DEFINITIONS.
For the purposes of this Chapter, the applicable definitions in Chapter 2, Sections 1602, 1613.2,
1902 and 2302 of this Code; Sections 1.2, 3.1.1, 4.1, 5.2, 6.2 and 11.2 of ASCE 7, and the
following shall apply:
ANCHORAGE SYSTEM is the system of all structural elements and connections, which support
the concrete or masonry wall in the lateral direction, including diaphragms and subdiaphragms,
wall anchorage and continuity or cross tie connectors in subdiaphragms and main diaphragms.
COMMENCED CONSTRUCTION is construction pursuant to a valid building permit that has
progressed to the point that one of the called inspections as required by the Department has
been made and the work for which the inspection has been called has been judged by the
Department to be substantial and has been approved by the Department.
EXISTING BUILDING is an erected building for which a legal building permit and a certificate of
occupancy have been issued.
FLEXIBLE DIAPHRAGM is any diaphragm constructed of wood structural panel, diagonal or
straight wood sheathing, metal decking without a structural concrete topping, or horizontal rod
bracing.
HISTORICAL BUILDING is any building designated or currently in the process of being
designated as a historical building by an appropriate federal, state or City jurisdiction.
REINFORCED CONCRETE WALL is a concrete wall that has 50 percent or more of the
reinforcing steel required for reinforced concrete in Chapter 19.
REINFORCED MASONRY WALL is a masonry wall that has 50 percent or more of the
reinforcing steel required by Item 2.3 of Section 2106.4.
RETROFIT is strengthening or structurally improving the lateral force resisting system of an
existing building by alteration of existing or addition of new structural elements.
TILT -UP CONCRETE WALL is a form of precast concrete panel construction either cast in the
horizontal position at the site and after curing, lifted and moved into place in a vertical position,
or cast off -site in a fabricator's shop.
SECTION V304. ANALYSIS AND DESIGN.
V304.1. Wall Panel Anchorage. Concrete and masonry walls shall be anchored to all floors
and roofs which provide lateral support for the wall. The anchorage shall provide a positive
direct connection between the wall and floor or roof construction capable of resisting a
horizontal force equal to 30 percent of the tributary wall weight for all buildings, and 45 percent
of the tributary wall weight for essential buildings, or a minimum force of 250 pounds per linear
foot of wall, whichever is greater. The required anchorage shall be based on the tributary wall
panel assuming simple supports at floors and roof.
EXCEPTION: An alternate design may be approved by the Building Official when justified by
well established principles of mechanics.
V304.2. Special Requirements for Wall Anchors and Continuity Ties. The steel elements of
the wall anchorage systems and continuity ties shall be designed by the allowable stress design
method using a load factor of 1.7. The 1/3 stress increase permitted by Section1605.3.2 shall
not be permitted for materials using allowable stress design methods. The strength design
specified in Section 1912. 1, using a load factor of 2.0 in lieu of 1.4 for earthquake loading, shall
be used for the design of embedment in concrete. Wall anchors shall be provided to resist out -
of -plane forces, independent of existing shear anchors.
EXCEPTION: Existing cast -in -place shear anchors may be used as wall anchors if the tie
element can be readily attached to the anchors and if the engineer or architect can establish
tension values for the existing anchors through the use of approved as -built plans or testing,
and through analysis showing that the bolts are capable of resisting the total shear load while
being acted upon by the maximum tension force due to seismic loading. Criteria for analysis and
testing shall be determined by the Building Official.
Expansion anchors are not allowed without special approval of the Building Official. Attaching
the edge of plywood sheathing to steel ledgers is not considered as complying with the positive
anchoring requirements of the Code; and attaching the edge of steel decks to steel ledgers is
not considered as providing the positive anchorage of this Code unless testing and analysis are
performed, which establish shear values for the attachment perpendicular to the edge of the
deck.
V304.3. Development of Anchor Loads into the Diaphragm. Development of anchor loads
into roof and floor diaphragms shall comply with Section 12.11.2.2.3 of ASCE 7.
EXCEPTION: If continuously tied girders are present, then the maximum spacing of the
continuity ties is the greater of the girder spacing or 24 feet (7315 mm). In wood diaphragms,
anchorage shall not be accomplished by use of toe nails or nails subject to withdrawal, nor shall
wood ledgers, top plates or framing be used in cross -grain bending or cross -grain tension. The
continuous ties required by Section 12.11.2.2.3 of ASCE 7 shall be in addition to the diaphragm
sheathing. Lengths of development of anchor loads in wood diaphragms shall be based on
existing field nailing of the sheathing unless existing edge nailing is positively identified on the
original construction plans or at the site. At reentrant corners, continuity collectors may be
required for existing return walls not designed as shear walls, to develop into the diaphragm a
force equal to the lesser of the rocking or shear capacity of the return wall, or the tributary shear
but not exceeding the capacity of the diaphragm. Shear anchors for the return wall shall be
commensurate with the collector force. If a truss or beam other than rafters or purlins is
supported by the return wall or by a column integral with the return wall, an independent
secondary column is required to support the roof or floor members whenever rocking or shear
capacity of the return wall is governing.
V304.4. Anchorage at Pilasters. Anchorage of pilasters shall be designed for the tributary wall
anchoring load per Section V304.1 of this Code, considering the wall as a two -way slab. The
edge of the two -way slab shall be considered "fixed" when there is continuity at pilasters, and
considered "pinned" at roof or floor levels. The pilasters or the walls immediately adjacent to the
pilasters shall be anchored directly to the roof framing such that the existing vertical anchor
bolts at the top of the pilasters are by- passed without causing tension or shear failure at the top
of the pilasters.
EXCEPTION: If existing vertical anchor bolts at the top of the pilasters are used for the
anchorage, then additional exterior confinement shall be provided. The minimum anchorage at a
floor or roof between the pilasters shall be that specified in Section V304.1 of this Code.
V304.5. Symmetry. Symmetry of connectors in the anchorage system is required. Eccentricity
may be allowed when it can be shown that all components of forces are positively resisted and
justified by calculations or tests.
V304.6. Minimum Roof Member Size. Wood members used to develop anchorage forces to
the diaphragm shall be of minimum nominal width for new construction and replacement. All
such members must be designed for gravity and earthquake forces as part of the wall
anchorage system. For existing structural members, the allowable stresses shall be without the
1/3 stress increase per Section V304.2.
V304.7. Combination of Anchor Types. To repair and retrofit existing buildings, a combination
of different anchor types of different behavior or stiffness shall not be permitted. The capacity of
the new and existing connectors cannot be added.
V304.8. Prohibited Anchors. Usage of connectors that were bent or stretched from the
intended use shall be prohibited.
V304.9. Crack and Damage Repairs, Evaluation of Existing Structural Alterations. The
engineer or architect shall report any observed structural conditions and structural damage that
have imminent life safety effects on the buildings and recommend repairs. This includes
alterations such as openings cut in existing wall panels without a building permit. Evaluations
and repairs shall be reviewed and approved by the Department.
V304.10. Miscellaneous. Existing mezzanines relying on the concrete or masonry walls for
vertical or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls
depending on the mezzanine for lateral support shall be anchored per Sections V304.1, V304.2
and V304.3 of this Code.
EXCEPTION: Existing mezzanines that have independent lateral and vertical support need not
be anchored to the concrete or masonry walls. Existing interior masonry or concrete walls not
designed as shear walls, which extend to the floor above or to the roof diaphragm shall also be
anchored for out -of -plane forces per Section V304.1, V304.2 and V304.3 of this Code. In the in-
plane direction, the walls may be isolated or shall be developed into the diaphragm for a lateral
force equal to the lesser of the rocking or shear capacity of the wall, or the tr ibutary shear but
not exceeding the diaphragm capacity.
V304.11. Historical Buildings. Qualified historical buildings shall be permitted to use alternate
building standards or deviations from this Chapter in order to preserve their original or restored
architectural elements and features.
SECTION V305. MATERIALS OF CONSTRUCTION.
All materials permitted by this Code.
SECTION V306. INFORMATION REQUIRED ON PLANS.
V306.1. General. In addition to the seismic analysis required elsewhere in this Chapter, the
licensed engineer or architect responsible for the seismic analysis of the building shall record
the information required by this section on the approved plans.
V306.2. Information Required. The plans shall accurately reflect the results of the engineering
investigation and design and show all pertinent dimensions and sizes for plan review and
construction. The following shall be provided:
1. Floor plans and roof plans shall show the existing framing construction, diaphragm
construction, proposed wall anchors, cross -ties and collectors. Existing nailing, anchors, ties
and collectors shall also be shown on the plans if these are part of the design, and these
structural elements need to be verified in the field.
2. At elevations where there is alterations or damage, the details shall show the roof and floor
heights, dimensions of openings, location and extent of existing damage, and proposed repair.
3. Typical concrete or masonry wall sections with wall thickness, height, and location of anchors
shall be provided.
4. Details shall include the existing and new anchors and the method of development of anchor
forces into the diaphragm framing; existing and new cross -ties, existing and new or improved
support of the roof and floor girders at pilasters or walls.
V306.3. Engineer's or Architect's Statement. The responsible engineer or architect shall state
on the approved plans, the following:
1. "1 am responsible for this building's seismic strengthening design of the tilt -up concrete wall
anchorage system in compliance with the minimum seismic resistance standards of Chapter V3
of the El Segundo Building Code." or when applicable:
2. "The Registered Deputy Inspector, required as a condition of the use of structural design
stresses requiring continuous inspection, will be responsible to me as required by Section 1704
of the El Segundo Building Code."
Section S. ESMC Section 13 -1-4 is amended in its entirety to read as follows:
13 -1-4 Residential Noise Insulation Standards; Further Amendments to Code:
CBC Section 1255 is added to read as follows:
SECTION 1255. Residential Noise Insulation Standards
Airport Noise Sources
1255.01: Noise Insulation Requirements For New Construction
1255.02: Purpose And Scope:
The purpose of this section is to establish minimum noise insulation performance standards for
new residential dwelling units and additions of habitable rooms to existing residential dwelling
units to protect public health, safety, and welfare from the effects of excessive noise, including
without limitation, indoor quality of life, speech interference, and sleep disruption.
1255.03: Applicability: This section applies to all newly constructed residences and habitable room
additions to existing residences.
1255.04: Definitions: For purposes of this section, the following words must have the following
meaning:
"Community Noise Equivalent Level (CNEL)" means the noise measure defined in 21 Code of
California Regulations § 5001(d), and any successor regulation or amendment.
"Habitable Room" means a room that is a space in a structure for living, sleeping, eating, or
cooking. Bathrooms, toilet compartments, closets, halls, storage or utility space, garages, and
similar areas are not considered habitable space.
"LAX" means Los Angeles International Airport.
"Noise Impact Boundary For LAX" means the area around LAX as defined in 21 California Code
of Regulations § 5001(1), and any successor regulation or amendment. The city's building
safety department must at all times maintain a current map of the noise impact boundary.
"Residence" means any occupancy group R building as used in El Segundo title 15 of the El
Segundo municipal code.
1255.05: Standards: Any new residence or addition of one or more habitable rooms to an existing
residence that is within the noise impact boundary for LAX must be designed to ensure that
internal noise levels due to LAX do not exceed of 45 dB CNEL. This standard may be satisfied
in two ways: (1) by performing the acoustical analysis described in section E, below, or (2) by
employing the prescribed construction methods described in section F, below.
1255.06: Acoustical Analysis: A building permit application for a new residence or addition of
one or more habitable rooms to an existing residence must comply with the minimum noise
insulation performance standards established in this section if it includes an acoustical analysis
demonstrating that the proposed design will ensure that internal noise levels due to LAX aircraft
noise will not exceed 45 dB CNEL.The acoustical analysis is subject to verification by the
building official, who has the discretion to require post- construction /pre- occupancy acoustic
measurement to verify compliance with the 45 dB CNEL standard.
A. The acoustical analysis must be prepared by or under the supervision of a person experienced
in the field of acoustical engineering. The analysis must consider and include: the topographical
relationship between LAX aircraft noise sources and the dwelling site, the characteristics of
those noise sources, predicted noise spectra and levels at the exterior of the dwelling site, the
basis for this prediction (measured or obtained from published data), the noise insulation
measures to be employed, and the effectiveness of the proposed noise insulation measures.
B. If the interior allowable noise levels are to be met by requiring that windows be unopenable or
closed, the design for the structure must also specify a ventilation or air - conditioning system to
provide a habitable interior environment. The ventilation system must not compromise the
interior room noise reduction.
1255.07: Prescribed Construction Methods: A building permit application for a new residence or
addition of one or more habitable rooms to an existing residence must comply with the minimum
noise insulation performance standards established in this section if the design incorporates the
following construction methods.
Construction Methods In The 70 dB CNEL And Greater Noise Zone
1255.08: Exterior Walls: New walls that form the exterior portion of habitable rooms must be
constructed as follows:
A. Studs must be at least 4 inches in nominal depth.
B. Exterior finish must be stucco, minimum' /8 -inch thickness, brick veneer, masonry, or any siding
material allowed by this code. Wood or metal siding must be installed over' /2 -inch minimum
solid sheathing.
C. Masonry walls with a surface weight of less than 40 pounds per square foot must require an
interior supporting studwall that is finished with at least 5/8 -inch thick gypsum wall board or
plaster.
D. Wall insulation must be at least R -11 glass fiber or mineral wool and must be installed
continuously throughout the stud space.
E. Exterior solid sheathing must be covered with overlapping asphalt felt.
F. Interior wall finish must be at least 5/8 -inch thick gypsum wall board or plaster.
1255.09: Exterior Windows
A. Openable Windows: All openable windows in the exterior walls of habitable rooms must have a
laboratory sound transmission class rating of at least STC 40 dB and must have an air
infiltration rate of no more than 0.5 cubic feet per minute when tested according to ASTM E -283.
B. Fixed Windows: All fixed windows in the exterior walls of habitable rooms must:
1. Have a sound transmission class rating of at least STC 40 dB, or
2. Must be 5/8 -inch laminated glass with STC rating of 40 dB and must be set in non - hardening
glazing materials, or
3. Must be glass block at least 3'/2 inches thick.
C. The total areas of glazing in rooms used for sleeping must not exceed 20% of the wall area.
1255.10: Exterior Doors
A. Exterior hinged doors to habitable rooms that are directly exposed to aircraft noise and are
facing the source of the noise must be a door and edge seal assembly that has a laboratory
sound transmission class of at least STC 40 dB.
B. Exterior hinged doors to habitable rooms that are not directly exposed to aircraft noise and do
not face the source of the noise must have a minimum STC rating of 35 dB.
C. Sliding glass doors in habitable rooms must not be allowed in walls that are directly exposed to
aircraft noise. Sliding glass doors in walls that are not directly exposed must have an STC rating
of at least 40 dB.
D. Access doors from attached garage to the interior of a residence must have an STC rating of at
least 30 dB.
1255.11: Roof /Ceiling Construction
A. Roof rafters must have a minimum slope of 4:12 and must be covered on their top surface with
minimum' /2 -inch solid sheathing and any roof covering allowed by this code.
B. Attic insulation must be batt or blow -in glass fiber or mineral wool with a minimum R -30 rating
applied between the ceiling joists.
C. Attic ventilation must be:
1. Gable vents or vents that penetrate the roof surface that are fitted with transfer ducts at least 6
feet in length that are insulating flexible ducting or metal ducts containing internal 1 -inch thick
coated fiberglass sound absorbing duct liner. Each duct must have a lined 90- degree bend in
the duct so that there is no direct line of sight from the exterior through the duct into the attic, or
2. Noise control louver vents, or
3. Eave vents that are located under the eave overhang.
4. Ceilings must be finished with gypsum board or plaster that is at least 5/8 -inch thick. Ceiling
materials must be mounted on resilient channels.
5. Skylights must penetrate the ceiling by means of a completely enclosed light well that extends
from the roof opening to the ceiling opening. A secondary openable glazing panel must be
mounted at the ceiling line or at any point that provides at least a 4 -inch space between the
skylight glazing and the secondary glazing and must be glazed with at least 3/18 -inch plastic or
laminated glass. The weather -side skylight must be any type that is permitted by the building
code. The size of skylights must be no more than 20 percent of the roof area of the room.
1255.12: Ventilation
A. A ventilation system must be provided that will provide at least the minimum air circulation and
fresh air supply requirements of this code in each habitable room without opening any window,
door or other opening to the exterior. All concealed ductwork must be insulated flexible glass
fiber ducting that is at least 10 feet long between any two points of connection.
B. Kitchen cooktop vent hoods must be the non - ducted recirculating type with no ducted
connection to the exterior.
1255.13: Fireplaces: Each fireplace must be fitted with a damper at the top of the chimney that is
operated from the firebox and must have glass doors across the front of the firebox.
1255.14: Wall And Ceiling Openings: Openings in the shell of the residence that degrade its
ability to achieve an interior CNEL rating of 45 dB or less when all doors and windows are
closed are prohibited unless access panels, pet doors, mail delivery drops, air - conditioning, or
other openings are designed to maintain the 45 dB CNEL (or less) standard in the room to
which they provide access.
Construction Methods In The 65 dB CNEL To 70 dB CNEL Noise Zone
1255.15: Exterior Walls: New walls that form the exterior portion of habitable rooms must be
constructed as follows:
A. Studs must be at least 4 inches in nominal depth.
B. Exterior finish must be stucco, minimum' /8 -inch thickness, brick veneer, masonry, or any siding
material allowed by this code. Wood or metal siding must be installed over' /2 -inch solid
sheathing.
C. Masonry walls with a surface weight of less than 40 pounds per square foot will require an
interior studwall that is finished with at least 5/8 -inch thick gypsum wallboard or plaster.
D. Wall insulation must be at least R -11 glass fiber or mineral wool and must be installed
continuously throughout the stud space.
E. Exterior solid sheathing must be covered with overlapping asphalt felt.
F. Interior wall finish must be at least 5/8 -inch thick gypsum wallboard or plaster.
1255.16: Exterior Windows
A. Openable Windows: All openable windows in the exterior walls of habitable rooms must have a
laboratory sound transmission class rating of at least STC 35 dB and must have an air
infiltration rate of no more than 0.5 cubic feet per minute when tested according to ASTM E -283.
B. Fixed Windows: All fixed windows in the exterior walls of habitable rooms must be at least' /4-
inch thick and must be set in non - hardening glazing materials.
C. The total area of glazing in rooms used for sleeping must not exceed 20% of the floor area.
1255.17: Exterior Doors
A. Exterior hinged doors to habitable rooms that are directly exposed to aircraft noise and are
facing the source of the noise must be a door and edge seal assembly that has a laboratory
sound transmission class of at least STC 35 dB.
B. Exterior hinged doors to habitable rooms that are not directly exposed to aircraft noise and do
not face the source of the noise must have a minimum STC rating of 30 dB.
C. Sliding glass doors in habitable rooms must have glass that is' /4 -inch thick.
D. Access doors from a garage to a habitable room must have an STC rating of at least 30 dB.
1255.18: Roof /Ceiling Construction
A. Roof rafters must have a minimum slope of 4:12 and must be covered on their top surface with
minimum' /2 -inch solid sheathing and any roof covering allowed by this code.
B. Attic insulation must be batt or blow -in glass fiber or mineral wool with a minimum R -30 rating
applied between the ceiling joists.
C. Attic ventilation must be:
1. Gable vents or vents that penetrate the roof surface that are fitted with transfer ducts at least 6
feet in length that are insulating flexible ducting or metal ducts containing internal 1 -inch thick
coated fiberglass sound absorbing duct liner. Each duct must have a lined 90- degree bend in
the duct so that there is no direct line of sight from the exterior through the duct into the attic, or
2. Noise control louver vents, or
3. Eave vents that are located under the eave overhang.
D. Ceilings must be finished with gypsum board or plaster that is at least 5/8 -inch thick.
E. Skylights must penetrate the ceiling by means of a completely enclosed light well that extends
from the roof opening to the ceiling opening. A secondary openable glazing panel must be
mounted at the ceiling line and must be glazed with at least 3/,6 -inch plastic, tempered or
laminated glass. The weather -side skylight must be any type that is permitted by the building
code.
1255.19: Floors: The floor of the lowest habitable rooms must be concrete slab on grade or
wood framed floors.
1255.20: Ventilation
A. A ventilation system must be provided that will provide at least the minimum air circulation and
fresh air supply requirements of this code in each habitable room without opening any window,
door or other opening to the exterior. All concealed ductwork must be insulated flexible glass
fiber ducting that is at least 10 feet long between any two points of connection.
B. Kitchen cooktop vent hoods must be the non - ducted recirculating type with no ducted
connection to the exterior.
1255.21: Fireplaces: Each fireplace must be fitted with a damper at the top of the chimney that is
operated from the firebox and must have glass doors across the front of the firebox.
1255.22: Wall And Ceiling Openings: Openings in the shell of the residence that degrade its
ability to achieve an interior CNEL rating of 45 dB or less when all doors and windows are
closed are prohibited. Any access panels, pet doors, mail delivery drops, air - conditioning, or
other openings must be designed to maintain the 45 dB CNEL or less standard in the room to
which they provide access.
Section 6. ESMC Chapter 16 of Title 13 is repealed.
SECTION 7: CALIFORNIA ENVIRONMENTAL QUALITY ACT EXEMPTION. The City Council
determines that this ordinance is exempt from review under the California Environmental Quality
Act (California Public Resources Code §§ 21000, et seq., "CEQA') and the regulations
promulgated thereunder (14 California Code of Regulations §§ 15000, et seq., the "State CEQA
Guidelines') because it consists only of minor revisions and clarifications to an existing code of
construction- related regulations and specification of procedures related thereto and will not have
the effect of deleting or substantially changing any regulatory standards or findings required
therefor. This ordinance, therefore, is an action being taken for enhanced protection of the
environment and that does not have the potential to cause significant effects on the
environment.
SECTION 8: SAVINGS CLAUSE. Repeal of any provision of the ESMC or any other city
ordinance herein will not affect any penalty, forfeiture, or liability incurred before, or preclude
prosecution and imposition of penalties for any violation occurring before, this Ordinance's
effective date. Any such repealed part will remain in full force and effect for sustaining action or
prosecuting violations occurring before the effective date of this Ordinance.
SECTION 9: SEVERABILITY. If any part of this Ordinance or its application is deemed invalid
by a court of competent jurisdiction, the city council intends that such invalidity will not affect the
effectiveness of the remaining provisions
or applications and, to this end, the provisions of this Ordinance are severable.
SECTION 10: VALIDITY OF PREVIOUS CODE SECTIONS. If this the entire Ordinance or its
application is deemed invalid by a court of competent jurisdiction, any repeal of the ESMC or
other the city ordinance by this Ordinance will be rendered void and cause such ESMC
provision or other the city ordinance to remain in full force and effect for all purposes.
SECTION 11: EFFECTIVE DATE. This Ordinance will take effect on January 1, 2011.
PASSED AND ADOPTED thisl6th day of November, 2010.
Eric Busch, Mayor
APPROVED AS TO FORM
MARK HENSLEY, CITY ATTORNEY
By:
arl Wfterger
Assistant City Attorney
ATTEST:
STATE OF CALIFORNIA }
COUNTY OF LOS ANGELES )
CITY OF EL SEGUNDO )
SS
O
I, Cindy Mortesen, City Clerk of the City of El Segundo, California, do hereby certify that the
whole number of members of the City Council of said City is five; that the foregoing Ordinance
No. 1449 was duly introduced by said City Council at a regular meeting held on the _ ?nd day
of November , 2010, and was duly passed and adopted by said City Council, approved
and signed by the Mayor, and attested to by the City Clerk, all at a regular meeting of said
Council held on the 16th day of November , 2010, and the same was so passed and
adopted by the following vote:
AYES: Busch, Fisher, Brann, Fuentes.
NOES: None
ABSENT: Jacobson
ABST �f N¢ne
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