ORDINANCE 1524 ORDINANCE NO. 1524
AN ORDINANCE ADOPTING THE CALIFORNIA BUILDING
CODE, 2016 EDITION ("CBC") AND AMENDING THE CBC
BASED UPON LOCAL CLIMATIC, TOPOGRAPHICAL, AND
GEOLOGICAL CONDITIONS; AND AMENDING THE EL
SEGUNDO MUNICIPAL CODE TO REFLECT SUCH CHANGES.
The City Council of the city of El Segundo does ordain as follows:
SECTION 1: Findings. The City Council finds and declares as follows:
A. The City may adopt model codes by reference pursuant to Government Code §§
50022.2, et seq.;
B. Health and Safety Code § 17958 requires the City to adopt certain codes that are
set forth in Health and Safety Code § 17922 and published in the California Code
of Regulations;
C, Notice of public hearing to consider the adoption of the codes was published
pursuant to Government Code § 6066 and a duly noticed public hearing was held
on December 6, 2016, regarding the adoption of the Codes;
D. Pursuant to § 50022.6 of the Government Code, at least one copy of all codes
adopted by reference were filed with the City Clerk of the City and were available
for public inspection for at least fifteen (15) days preceding the date of the hearing;
E. Pursuant to Health and Safety Code § 17958.7, it is in the public interest to adopt
the California Building Code ("CBC") with the changes set forth in this Ordinance;
F. Pursuant to the requirements of Health and Safety Code § 17958.7, the City
Council finds that there are local geological conditions justifying the CBC
amendments set forth below;
G. 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, without limitation, to
the 1994 Northridge Earthquake. The proposed modifications emphasize that the
design concern is for seismic-force-resisting elements and therefore need to be
incorporated into the CBC to ensure 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 Southern California 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 because of an
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earthquake. The City of El Segundo is located along the coast and has hilly terrain,
making construction and 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 2016 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.
H. Additional amendments have been made to Codes are 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;
I. The specific amendments of the CBC that fulfill these requirements are:
1. Amend CBC Section 105.1 Permit required
2. Amend CBC Section 105.2 Work exempt from permit
3. Amend CBC Section 105.3.2 Expiration of Plan Check
4. Amend CBC Section 105.5 Expiration of Permits
5. Add CBC Section 105.8 Responsibility of permittee
6. Amend CBC Section 109.4 Work commencing before permit issuance.
7. Add CBC Section 109.6.1 Plan Check fee refund
8. Add CBC Section 109.1.2 Permit fee refund
9. Add CBC Section 109.7 Re-inspections
10.Add CBC Section 110.1.1 Survey certification
11.Amend CBC Section 113.3 Building Board of Appeals
12.Add CBC Section 113.4 Access Board of Appeals
13.Add CBC Section 1207.6 Residential Noise Insulation Standards
14.Amend CBC Section 1507.3.1 Deck Requirements
15.Add CBC Section 1613.5.2 Structural Separation
16.Add CBC Section 1613.5.3 Values for Vertical Combinations
17.Add CBC Section 1613.5.4 Wood Diaphragms
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18.Add CBC Section 1613.5.5 Maximum Sys Value in Determination of CS and Ev
19.Add CBC Section 1613.7 Seismic Design Provisions for Hillside Buildings
20.Add CBC Section 1613.8 Suspended Ceilings
21.Amend CBC Section 1704.6 Structural Observations
22.Amend CBC Section 1704.6.1 Structural Observations Seismic Resistance
23.Amend CBC Section 1705.3 Special Inspections for Concrete Construction
24.Amend CBC Section 1705.12 Special Inspections for Seismic Resistance
25.Amend CBC Section 1807.1.4 Permanent Wood Foundation System
26.Amend CBC Section 1807.1.6 Prescriptive Design of Concrete and Masonry
Foundation Walls
27.Amend CBC Section 1809.3 Stepped Footings
28.Amend CBC Section 1809.7 and Table 1809.7 Prescriptive Footings for Light
Frame Construction
29.Amend CBC Section 1809.12 Timber Footings
30.Amend CBC Section 1810.3.2.4 Timber
31.Amend CBC Section 1905.1.7 Minimum Reinforcement
32.Amend CBC Section 1905.1 and Add Sections 1905.1.9 thru 19.05.1.11
Reinforcement
33.Amend CBC Section 2304.10.1 Fastener Requirement
34.Amend CBC Section 2304.12.5 Wood Retaining Walls
35.Add CBC Section 2305.4 Quality of Nails
36.Add CBC Section 2305.5 Hold-down Connectors
37.Amend CBC Section 2306.2 Wood-Frame Diaphragms
38.Amend CBC Section 2306.3 Wood-Frame Shear Walls
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39.Add CBC Section 2307.2 Wood-Frame Shear Walls
40.Amend CBC Table 2308.6.1 Wall Bracing Requirements
41.Amend CBC Sections 2308.6.5, Figure 2308.6.5.1 and Figure 2308.6.5.2
Alternative Bracing
42.Amend CBC Section 2308.6.8.1 Foundation Requirements
43.Amend CBC Section 2308.6.9 Attachment of Sheathing
44.Add CBC Section J101.3 Hazards
45.Add CBC Section J101.4 Safety Precautions
46.Add CBC Section J101.5 Protection of Utilities
47.Add CBC Section J101.6 Protection of Adjacent Properties
48.Add CBC Section J101.7 Storm water control measures
49.Add CBC Section J101.8 Conditions of approval
50.Add CBC Section J101.9 Rules and regulations
51.Amend CBC Section J103.2 Exemptions.
52.Add CBC Section J103.3 Permit issuance
53.Add CBC Section J103.4 Grading fees
54.Add CBC Section J104.2.1 Grading Designation
55.Add CBC Section J104.2.2 Regular grading requirements
56.Add CBC Section J104.2.3 Engineered grading requirements
57.Add CBC Section J109.5 Disposal
58.Add CBC Section J113.1 General
59.Add CBC Section J113.2 Storm water pollution prevention plan (SWPPP)
60.Add CBC Section A 13.3 Wet weather erosion control plans (WWECP)
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SECTION 2: Title 13, Chapter 1 of the El Segundo Municipal Code ("ESMC") is
amended in its entirety to read as follows:
"CHAPTER 1
BUILDING CODE
Section 13-1-1: ADOPTION OF CALIFORNIA BUILDING CODE,
2016 EDITION.
Pursuant to California Government Code Section 50022.2, the California Building
Code, 2016 Edition, published at Title 24, Part 2, 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 13-1-2: AMENDMENTS TO THE CODE.
Section 105.1 of Chapter 1 of the CBC is amended to read as follows:
105.1 Permit Required.
Any owner or authorized agent who intends to construct, enlarge, alter, repair,
move, demolish, or change the occupancy of a building or structure, or to erect,
install, enlarge, alter, repair, remove, convert, or replace any electrical, gas,
mechanical or plumbing system, the installation of which is regulated by this code,
or to cause any such work to be done, shall first make application to the building
official and obtain the required permit. Parking lots shall not be paved, improved,
striped, or restriped unless a separate permit for each parking lot has first been
obtained from the building official.
Exception: A separate permit shall not be required to pave, improve, stripe,
or restripe a parking lot when such work is included in the scope of another
project for which a building permit has been issued and when the design of
such parking lot was included in the plan check review of such project.
Subsection 14 is added to § 105.2 of Chapter 1 of the CBC as follows:
105.2 Work exempt from permit.
Building:
14. Block wall and concrete fences not over 3 feet 6 inches high.
Section 105.3.2 of Chapter 1 of the CBC is amended to read as follows:
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105.3.2 Expiration of Plan Check.
An application for a permit for any proposed work is deemed abandoned 12
months after the application date. Unless otherwise provided, after expiration of
the application, the City will not issue a permit until the plans are rechecked and
approved and a new fee is paid.
Exception: The Building Official may grant extensions of time for
additional periods not exceeding 90 days each 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 Chapter 1 of the CBC is amended to read as follows:
105.5 Expiration of Permits.
Every permit issued shall become invalid unless the work on the site authorized by
such permit is commenced within 180 days after its issuance, or if the work
authorized on the site by such permit is suspended or abandoned for a period of
180 days after the time the work is commenced. Work shall be considered
suspended or abandoned if the building official determines that substantial work
has not been performed within the time specified above. Substantial work shall be
constructed to mean:
1.1 Measurable work such as, but not limited to, the addition of footings,
structural members, flooring, wall covering, etc.
2.1 The work mentioned in subsection 1 of this Section105.5 above must
constitute 20% of the value of the work for which the permit was issued
in any 180 day period for Group R, Division 3 occupancies and 10% for
all other occupancies.
Before such work can be recommenced, a new permit shall be first obtained to do
so, and the fee therefore shall be one half the amount required for a new permit
for such work, provided no changes have been made or will be made in the original
plans and specifications for such work, and provided further that such suspension
or abandonment has not exceeded one year. In order to renew action on a permit
after expiration, the permittee shall pay a new permit fee and may be required to
comply with all applicable new regulations at the time of issuance. The building
official is authorized to grant, in writing, one or more extensions of time, for periods
not more than 180 days each. The extension shall be requested in writing and
justifiable cause demonstrated. Except as otherwise provided, every permit issued
by the City is valid for a period of three (3) years.
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.
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Section 105.8 Chapter 1 of the CBC is added to read as follows:
105.8 Responsibility of permittee.
Building permits shall be presumed by the city to incorporate all of the work that
the applicant, the applicant's agent, employees and/or contractors shall carry out.
Said proposed work shall be in accordance with the approved plans and with all
requirements of this code and any other laws or regulations applicable thereto. No
city approval shall relieve or exonerate any person from the responsibility of
complying with the provisions of this code nor shall any vested rights be created
for any work performed in violation of this code.
Section 109.4 of Chapter 1 of the CBC is amended to read as follows:
109.4 Work commencing before permit issuance.
Any person who commences any work on a building, structure, electrical, gas,
mechanical or plumbing system before obtaining the necessary permits shall be
subject to a fee in addition to the normally established permit fee, equal to 100%
of such normally established permit fee, or as otherwise determined by the building
official.
Section 109.6.1 of Chapter 1 of the CBC is added to read as follows:
109.6.1 Plan check fees refund.
No portion of the plan check fee shall be refunded unless plan review has not been
performed, in which case 80 percent of the plan check fee shall be refunded upon
written application for refund submitted by the person who made original payment
of such fee and with the written consent of the owner of the real property on which
the work was proposed to be done. The Building Official shall determine, in such
official's discretion, whether an applicant is qualified to receive a refund. After 180
days have elapsed from the date of the submittal for plan check, no plan check
fees shall be refunded. In the event subsequent application for plan check is made
by a person who has received a refund, the full amount of all required fees shall
be paid as elsewhere provided in this chapter.
Section 109.6.2 of Chapter 1 of the CBC is added to read as follows:
109.6.2 Permit fees refund.
In the event any person shall have obtained a building permit and no portion of the
work or construction covered by such permit shall have commenced, nor any
inspection performed by any City employee, and notice of abandonment has been
received from the owner of the real property on which such work would have been
performed, the permittee, upon presentation to the Building Official of a written
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request for refund, shall be entitled to a refund in an amount equal to 80 percent
of the building permit fee actually paid for such permit. The Building Official shall
determine, in such official's discretion, whether an applicant is qualified to receive
a refund. After 180 days have elapsed from the date of the issuance of the permit,
no permit fees shall be refunded. In the event subsequent application for a permit
is made by a person who has received a refund, the full amount of all required fees
shall be paid as elsewhere provided in this chapter.
Exception:
1. If a permit has been issued for a project located in an area outside the
jurisdiction of the City, 100 percent of the permit and plan checking fee may
be refunded.
2. If a duplicate permit has been erroneously issued, 100 percent of the
duplicated permit and plan checking fee may be refunded.
Section 109.7 of Chapter 1 of the CBC is added to read as follows:
109.7 Re-inspections.
A re-inspection fee in the amount set by City Council resolution may be assessed
for each inspection or re-inspection when such portion of work for which inspection
is called is incomplete or when required corrections are not made. This section is
not to be interpreted as requiring re-inspection fees the first time a job is rejected
for failure to comply with the requirements of this code, but as controlling the
practice of calling for inspections before the job is ready for such inspection or re-
inspection. Re-inspection fees may be assessed when the inspection record card
is not posted or otherwise available on the work site, the approved plans are not
readily available to the inspector, for failure to provide access on the date for which
inspection is requested, or for deviating from plans requiring the approval of the
building official. In instances where re-inspection fees have been assessed, no
additional inspection of the work will be performed until required fees have been
paid.
Section 110.1.1 of Chapter 1 of the CBC is added to read as follows:
110.1.1 Setback Certification required.
A California State licensed surveyor is required to certify the location and setbacks
of all new construction prior to the first foundation inspection. A copy of the
certification shall be available to the Building Division inspector for the job file prior
to the first inspection.
Exception: Wherever there are practical difficulties involved in carrying out
the provisions of this section, the Building Official shall have the authority to
grant modifications for individual cases.
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Section 113.3 of Chapter 1 of the CBC is amended to read as follows:
113.3 Board of Appeals.
The board of appeals consists 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 113.4 of Chapter 1 of the CBC is added to read as follows:
113.4 Access Board of Appeals.
A. There shall be a Disability Access Board of Appeals ("Access Board
of Appeals") to consist of five members. Each member shall be appointed
and hold office in accordance with procedures established by resolution of
the City Council. Three of the five members shall be members of the
Building Board of Appeals, and shall be co-appointed by the City Council to
be a member of the Building Board of Appeals and the Access Board of
Appeals. Two of the five members shall be "physically handicapped
persons" (as defined by California Health and Safety Code Section
19957.5).
B. The Access Board of Appeals shall be considered a "standing
committee" with a continuing subject matter jurisdiction. Thus, the Access
Board of Appeals shall be subject to the requirements of the Brown Act
(California Government Code Section 54950 et seq.); however, the Access
Board of Appeals shall have no regular meetings, and all meetings shall be
special meetings noticed pursuant to California Government Code Section
54956. The Access Board of Appeals shall conduct its meetings in
accordance with procedures established by resolution of the City Council.
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The Access Board of Appeals may establish its own rules of procedure or
by-laws consistent with City Council resolutions and ordinances.
C. Any person aggrieved by a determination made by the Building Official
or Fire Code Official in administering or enforcing the portions of this chapter
related to access to "public accommodations or facilities" (pursuant to
California Health and Safety Code Section 19955, et seq.) may appeal the
determination to the Access Board of Appeals. The appeal shall be filed
with the Building Official no later than 10 days after receipt of written notice
of the determination and the appeal provisions of this section. Upon receipt
of an appeal by the Building Official, a hearing shall be scheduled before
the Access Board of Appeals. The Access Board of Appeals shall consider
relevant evidence presented at the hearing, and shall render a final written
decision within a reasonably prompt time after conducting the hearing. The
authority of the Access Board of Appeals to render a written decision shall
be limited to the scope of authority of the Building Official, and the Access
Board of Appeals shall have no authority to waive a requirement of this
chapter.
D. Any person aggrieved by a decision of the Access Board of Appeals
may request an administrative hearing within 10 days of the issuance of the
final written decision. Any such request shall be made and heard in the
same manner as an administrative hearing related to an administrative
citation, in accordance with City of El Segundo Municipal Code.
E. Failure to timely request an appeal to the Access Board of Appeals
(pursuant to subsection C), or to an administrative hearing officer (pursuant
to subsection D) constitutes a waiver of the hearing and a failure to exhaust
administrative remedies.
F. Unless otherwise designated by the City Manager, the Building Official
shall be the principal city staff liaison to the Access Board of Appeals, and
the Building Official shall appoint a secretary to the Access Board of
Appeals to comply with all procedural requirements related to the Brown
Act.
G. The Building Official may request a special meeting of the Access
Board of Appeals in order to request advisory comments from the Access
Board of Appeals regarding issues related to this chapter, such as the
potential adoption of new codes, proposed code changes, or alternate
methods and materials.
Section 1207.6 is added to Chapter 12 of the 2016 Edition of the California
Building Code to read as follows:
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1207.6: RESIDENTIAL NOISE INSULATION STANDARDS (Airport Noise
Sources)
1207.6.01 Noise Insulation Requirements for New Construction.
1207.6.02 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.
1207.6.03 Applicability. This section applies to all newly constructed residences
and habitable room additions to existing residences.
1207.6.04 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. The latest published map by LAWA
located at the Building Safety Counter shall be used as the basis for determination.
"Residence" means any occupancy group R building as used in El Segundo title
13 of the El Segundo municipal code.
1207.6.05: 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 45 dB CNEL. This
standard may be satisfied in two ways: (1) by performing the acoustical analysis
described in section 1207.6.06, below, or (2) by employing the prescribed
construction methods described in section 1207.6.07, below.
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1207.6.06: 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 shall be proven to meet the standard by providing post-
construction/pre-occupancy acoustic measurement to verify compliance with the
45 dB CNEL standard. The Building Official has the discretion to implement
policies that meet the intent of this code section.
A. The acoustical analysis must be prepared by 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, having at least 2 air exchanges per hour for the affected
rooms. The ventilation system must not compromise the interior room noise
reduction.
1207.6.07 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
1207.6.08 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 7/8-inch thickness, brick veneer,
masonry, or any siding material allowed by this code. Wood or metal siding
must be installed over 1/2-inch minimum solid sheathing.
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C. Masonry walls with a surface weight of less than 40 pounds per square
foot must require an interior supporting stud-wall 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.
1207.6.09 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 31/2 inches thick.
C. The total areas of glazing in rooms used for sleeping must not exceed
20% of the wall area.
1207.6.10 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.
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1207.6.11 Roof/Ceiling Construction.
A. Roof rafters must have a minimum slope of 4:12 and must be covered
on their top surface with minimum 1/2-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 3/16-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.
1207.6.12 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.
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1207.6.13 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.
1207.6.14 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
1207.6.15 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 7/8-inch thickness, brick veneer,
masonry, or any siding material allowed by this code. Wood or metal siding
must be installed over 1/2-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.
1207.6.16 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 1/4-inch thick and must be set in non-hardening glazing
materials.
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C. The total area of glazing in rooms used for sleeping must not exceed
20% of the floor area.
1207.6.17 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 1/4-inch
thick.
D. Access doors from a garage to a habitable room must have an STC rating
of at least 30 dB.
1207.6.18 Roof/Ceiling Construction.
A. Roof rafters must have a minimum slope of 4:12 and must be covered
on their top surface with minimum 1/2-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.
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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 3/16-inch plastic, tempered or laminated glass.
The weather-side skylight must be any type that is permitted by the building
code.
1207.6.19 Floors.
The floor of the lowest habitable rooms must be concrete slab on grade or wood
framed floors.
1207.6.20 Ventilation.
A. A ventilation system must be provided that will provide at least the
minimum air circulation and fresh air supply requirements of at least 2 air
exchanges in each affected 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.
1207.6.21 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.
1207.6.22 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 1507.3.1 of the 2016 CBC is amended to read as follows:
1507.3.1 Deck requirements.
Concrete and clay tile shall be installed only over solid-structural sheathing boards.
Section 1613.5.2 is added to Chapter 16 of the 2016 CBC to read as follows:
1613.5.2 Structural Separation.
Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:
a.a � = el 45 ffl�A (12-12-1)
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Section 1613.5.3 is added to Chapter 16 of the 2016 CBC to read as follows:
1613.5.3 Values for Vertical Combinations.
Modify ASCE 7 Section 12.2.3.1 Exception 3 as follows:
I Detached one- and two-family dwellings up to two stories in height of light
frame construction.
Section 1613.5.4 is added to Chapter 16 of the 2016 CBC to read as follows:
1613.5.4 Wood Diaphragms.
Modify ASCE 7 Section 12.11.2.2.3 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 1613.5.5 is added to Chapter 16 of the 2016 CBC to read as follows:
1613.5.5 Maximum Sys Value in Determination of CS and Ev.
Modify ASCE 7 Section 12.8.1.3 as follows:
12.8.1.3 Maximum Sos Value in Determination of CS and Ev.
The value of Cs and E„ are permitted to be calculated using a value of Sys equal
to 1.0 but not less than 70% of Sos as defined in Section 11.4.4, provided that all
of the following criteria are met:
1. The structure does not have irregularities, as defined in Section 12.3.2;
2. The structure does not exceed five stories above the lower of the base or
grade plane as defined in Section 11.2, and, where present, each
mezzanine level shall be considered a story for the purpose of this limit;
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3. The structure has a fundamental period, T, that does not exceed 0.5
seconds, as determined using Section 12.8.2;
4. The structure meets the requirements necessary for the redundancy factor,
p, to be permitted to be taken as 1.0, in accordance with Section 12.3.4.2;
5. The site soil properties are not classified as Site Classes E or F, as defined
in Section 11.4.2; and
6. The structure is classified as Risk Category I or II, as defined in Section
1.5.1.Section 1613.7 is added to Chapter 16 of the 2016 CBC to read as
follows:
1613.7 Seismic Design Provisions for Hillside Buildings.
1613.7.1 Purpose.
The purpose of this section is to establish minimum regulations for the design and
construction of new buildings and additions to existing buildings when constructing
such buildings on or into slopes steeper than one unit vertical in three units
horizontal (33.3%). These regulations establish minimum standards for seismic
force resistance to reduce the risk of injury or loss of life in the event of
earthquakes.
1613.7.2 Scope.
The provisions of this section shall apply to the design of the lateral-force-resisting
system for hillside buildings at and below the base level diaphragm. The design of
the lateral-force-resisting system above the base level diaphragm shall be in
accordance with the provisions for seismic and wind design as required elsewhere
in this division.
Exception: Non-habitable accessory buildings and decks not supporting or
supported from the main building are exempt from these regulations.
1613.7.3 Definitions.
For the purposes of this section certain terms are defined as follows:
BASE LEVEL DIAPHRAGM is the floor at, or closest to, the top of the highest level
of the foundation.
DIAPHRAGM ANCHORS are assemblies that connect a diaphragm to the
adjacent foundation at the uphill diaphragm edge.
DOWNHILL DIRECTION is the descending direction of the slope approximately
perpendicular to the slope contours.
FOUNDATION is concrete or masonry which supports a building, including
footings, stem walls, retaining walls, and grade beams.
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FOUNDATION EXTENDING IN THE DOWNHILL DIRECTION is a foundation
running downhill and approximately perpendicular to the uphill foundation.
HILLSIDE BUILDING is any building or portion thereof constructed on or into a
slope steeper than one unit vertical in three units horizontal (33.3%). If only a
portion of the building is supported on or into the slope, these regulations apply to
the entire building.
PRIMARY ANCHORS are diaphragm anchors designed for and providing a direct
connection as described in Sections 1613.7.5 and 1613.7.7.3 between the
diaphragm and the uphill foundation.
SECONDARY ANCHORS are diaphragm anchors designed for and providing a
redundant diaphragm to foundation connection, as described in Sections 1613.7.6
and 1613.7.7.4.
UPHILL DIAPHRAGM EDGE is the edge of the diaphragm adjacent and closest
to the highest ground level at the perimeter of the diaphragm.
UPHILL FOUNDATION is the foundation parallel and closest to the uphill
diaphragm edge.
1613.7.4 Analysis and Design.
1613.7.4.1 General.
Every hillside building within the scope of this section shall be analyzed, designed,
and constructed in accordance with the provisions of this division. When the code-
prescribed wind design produces greater effects, the wind design shall govern, but
detailing requirements and limitations prescribed in this and referenced sections
shall be followed.
1613.7.4.2 Base Level Diaphragm-Downhill Direction.
The following provisions shall apply to the seismic analysis and design of the
connections for the base level diaphragm in the downhill direction.
1613.7.4.2.1 Base for Lateral Force Design Defined.
For seismic forces acting in the downhill direction, the base of the building shall be
the floor at or closest to the top of the highest level of the foundation.
1613.7.4.2.2 Base Shear.
In developing the base shear for seismic design, the response modification
coefficient (R) shall not exceed 5 for bearing wall and building frame systems. The
total base shear shall include the forces tributary to the base level diaphragm
including forces from the base level diaphragm.
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1613.7.5 Base Shear Resistance-Primary Anchors.
1613.7.5.1 General.
The base shear in the downhill direction shall be resisted through primary anchors
from diaphragm struts provided in the base level diaphragm to the foundation.
1613.7.5.2 Location of Primary Anchors.
A primary anchor and diaphragm strut shall be provided in line with each
foundation extending in the downhill direction. Primary anchors and diaphragm
struts shall also be provided where interior vertical lateral-force-resisting elements
occur above and in contact with the base level diaphragm. The spacing of primary
anchors and diaphragm struts or collectors shall in no case exceed 30 feet (9144
mm).
1613.7.5.3 Design of Primary Anchors and Diaphragm Struts.
Primary anchors and diaphragm struts shall be designed in accordance with the
requirements of Section 1613.7.8.
1613.7.5.4 Limitations.
The following lateral-force-resisting elements shall not be designed to resist
seismic forces below the base level diaphragm in the downhill direction:
1. Wood structural panel wall sheathing,
2. Cement plaster and lath,
3. Gypsum wallboard, and
4. Tension only braced frames.
Braced frames designed in accordance with the requirements of Section
2205.2.1.2 may be used to transfer forces from the primary anchors and
diaphragm struts to the foundation provided lateral forces do not induce flexural
stresses in any member of the frame or in the diaphragm struts. Deflections of
frames shall account for the variation in slope of diagonal members when the frame
is not rectangular.
1613.7.6 Base Shear Resistance-Secondary Anchors.
1613.7.6.1 General.
In addition to the primary anchors required by Section 1613.7.5, the base shear in
the downhill direction shall be resisted through secondary anchors in the uphill
foundation connected to diaphragm struts in the base level diaphragm.
Exception: Secondary anchors are not required where foundations
extending in the downhill direction spaced at not more than 30 feet (9144
mm) on center extend up to and are directly connected to the base level
diaphragm for at least 70% of the diaphragm depth.
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1613.7.6.2 Secondary Anchor Capacity and Spacing.
Secondary anchors at the base level diaphragm shall be designed for a minimum
force equal to the base shear, including forces tributary to the base level
diaphragm, but not less than 600 pounds per lineal foot (8.76 kN/m) based on
Allowable Stress Design (ASD) levels. The secondary anchors shall be uniformly
distributed along the uphill diaphragm edge and shall be spaced a maximum of 4
feet (1219 mm) on center.
1613.7.6.3 Design.
Secondary anchors and diaphragm struts shall be designed in accordance with
Section 1613.7.8.
1613.7.7 Diaphragms below the Base Level-Downhill Direction.
The following provisions shall apply to the lateral analysis and design of the
connections for all diaphragms below the base level diaphragm in the downhill
direction.
1613.7.7.1 Diaphragm Defined.
Every floor level below the base level diaphragm shall be designed as a
diaphragm.
1613.7.7.2 Design Force.
Each diaphragm below the base level diaphragm shall be designed for all tributary
loads at that level using a minimum seismic force factor not less than the base
shear coefficient.
1613.7.7.3 Design Force Resistance-Primary Anchors.
The design force described in Section 1613.7.7.2 shall be resisted through primary
anchors from diaphragm struts provided in each diaphragm to the foundation.
Primary anchors shall be provided and designed in accordance with the
requirements and limitations of Section 1613.7.5.
1613.7.7.4 Design Force Resistance-Secondary Anchors.
1613.7.7.4.1 General.
In addition to the primary anchors required in Section 1613.7.7.3, the design force
in the downhill direction shall be resisted through secondary anchors in the uphill
foundation connected to diaphragm struts in each diaphragm below the base level.
Exception: Secondary anchors are not required where foundations
extending in the downhill direction, spaced at not more than 30 feet (9144
mm) on center, extend up to and are directly connected to each diaphragm
below the base level for at least 70% of the diaphragm depth.
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1613.7.7.4.2 Secondary Anchor Capacity.
Secondary anchors at each diaphragm below the base level diaphragm shall be
designed for a minimum force equal to the design force but not less than 300
pounds per lineal foot (4.38 kN/m) based on Allowable Stress Design (ASD) levels.
The secondary anchors shall be uniformly distributed along the uphill diaphragm
edge and shall be spaced a maximum of 4 feet (1219 mm) on center.
1613.7.7.4.3 Design.
Secondary anchors and diaphragm struts shall be designed in accordance with
Section 1613.7.8.
1613.7.8 Primary and Secondary Anchorage and Diaphragm Strut Design.
Primary and secondary anchors and diaphragm struts shall be designed in
accordance with the following provisions:
1. Fasteners. All bolted fasteners used to develop connections to wood
members shall be provided with square plate washers at all bolt heads and
nuts. Washers shall be minimum 0.229 inch by 3 inches by 3 inches (5.82
mm by 76 mm by 76 mm) in size. Nuts shall be tightened to finger tight plus
one half (1/2) wrench turn prior to covering the framing.
2. Fastening. The diaphragm to foundation anchorage shall not be
accomplished by the use of toenailing, nails subject to withdrawal, or wood
in cross-grain bending or cross-grain tension.
3. Size of Wood Members. Wood diaphragm struts collectors, and other
wood members connected to primary anchors shall not be less than 3 inch
(76 mm) nominal width. The effects of eccentricity on wood members shall
be evaluated as required per Item 9.
4. Design. Primary and secondary anchorage, including diaphragm
struts, splices, and collectors shall be designed for 125% of the tributary
force.
5. Allowable Stress Increase. The one-third allowable stress increase
permitted under Section 1605.3.2 shall not be taken when the working
(allowable) stress design method is used.
6. Steel Element of Structural Wall Anchorage System. The strength
design forces for steel elements of the structural wall anchorage system,
with the exception of anchor bolts and reinforcing steel, shall be increased
by 1.4 times the forces otherwise required.
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7. Primary Anchors. The load path for primary anchors and diaphragm
struts shall be fully developed into the diaphragm and into the foundation.
The foundation must be shown to be adequate to resist the concentrated
loads from the primary anchors.
8. Secondary Anchors. The load path for secondary anchors and
diaphragm struts shall be fully developed in the diaphragm but need not be
developed beyond the connection to the foundation.
9. Symmetry. All lateral force foundation anchorage and diaphragm
strut connections shall be symmetrical. Eccentric connections may be
permitted when demonstrated by calculation or tests that all components of
force have been provided for in the structural analysis or tests.
10. Wood Ledgers. Wood ledgers shall not be used to resist cross-grain
bending or cross-grain tension.
1613.7.9 Lateral-Force-Resisting Elements Normal to the Downhill Direction.
1613.7.9.1 General.
In the direction normal to the downhill direction, lateral-force-resisting elements
shall be designed in accordance with the requirements of this section.
1613.7.9.2 Base Shear.
In developing the base shear for seismic design, the response modification
coefficient (R) shall not exceed 5 for bearing wall and building frame systems.
1613.7.9.3 Vertical Distribution of Seismic Forces. For seismic forces acting
normal to the downhill direction the distribution of seismic forces over the height of
the building using Section 12.8.3 of ASCE 7 shall be determined using the height
measured from the top of the lowest level of the building foundation.
1613.7.9.4 Drift Limitations.
The story drift below the base level diaphragm shall not exceed 0.007 times the
story height at strength design force level. The total drift from the base level
diaphragm to the top of the foundation shall not exceed 3/4 inch (19 mm). Where
the story height or the height from the base level diaphragm to the top of the
foundation varies because of a stepped footing or story offset, the height shall be
measured from the average height of the top of the foundation. The story drift shall
not be reduced by the effect of horizontal diaphragm stiffness.
1613.7.9.5 Distribution of Lateral Forces.
1613.7.9.5.1 General.
The design lateral force shall be distributed to lateral-force-resisting elements of
varying heights in accordance with the stiffness of each individual element.
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1613.7.9.5.2 Wood Structural Panel Sheathed Walls.
The stiffness of a stepped wood structural panel shear wall may be determined by
dividing the wall into adjacent rectangular elements, subject to the same top of wall
deflection. Deflections of shear walls may be estimated by AWC SDPWS Section
4.3.2. Sheathing and fastening requirements for the stiffest section shall be used
for the entire wall. Each section of wall shall be anchored for shear and uplift at
each step. The minimum horizontal length of a step shall be 8 feet (2438 mm) and
the maximum vertical height of a step shall be 2 feet 8 inches (813 mm).
1613.7.9.5.3 Reinforced Concrete or Masonry Shear Walls.
Reinforced concrete or masonry shear walls shall have forces distributed in
proportion to the rigidity of each section of the wall.
1613.7.9.6 Limitations.
The following lateral force-resisting-elements shall not be designed to resist lateral
forces below the base level diaphragm in the direction normal to the downhill
direction:
1. Cement plaster and lath,
2. Gypsum wallboard, and
3. Tension-only braced frames.
Braced frames designed in accordance with the requirements of Section
2205.2.1.2 of this Code may be designed as lateral-force-resisting elements in the
direction normal to the downhill direction, provided lateral forces do not induce
flexural stresses in any member of the frame. Deflections of frames shall account
for the variation in slope of diagonal members when the frame is not rectangular.
1613.7.10 Specific Design Provisions.
1613.7.10.1 Footings and Grade Beams.
All footings and grade beams shall comply with the following:
1. Grade beams shall extend at least 12 inches (305 mm) below the
lowest adjacent grade and provide a minimum 24 inch (610 mm) distance
horizontally from the bottom outside face of the grade beam to the face of
the descending slope.
2. Continuous footings shall be reinforced with at least two No. 4
reinforcing bars at the top and two No. 4 reinforcing bars at the bottom.
3. All main footing and grade beam reinforcement steel shall be bent
into the intersecting footing and fully developed around each corner and
intersection.
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4. All concrete stem walls shall extend from the foundation and
reinforced as required for concrete or masonry walls.
1613.7.10.2 Protection against Decay and Termites.
All wood to earth separation shall comply with the following:
1. Where a footing or grade beam extends across a descending slope,
the stem wall, grade beam, or footing shall extend up to a minimum 18
inches (457 mm) above the highest adjacent grade.
Exception: At paved garage and doorway entrances to the building, the
stem wall need only extend to the finished concrete slab, provided the wood
framing is protected with a moisture proof barrier.
2. Wood ledgers supporting a vertical load of more than 100 pounds
per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD) levels
and located within 48 inches (1219 mm) of adjacent grade are prohibited.
Galvanized steel ledgers and anchor bolts, with or without wood nailers, or
treated or decay resistant sill plates supported on a concrete or masonry
seat, may be used.
1613.7.10.3 Sill Plates.
All sill plates and anchorage shall comply with the following:
1. All wood framed walls, including nonbearing walls, when resting on
a footing, foundation, or grade beam stem wall, shall be supported on wood
sill plates bearing on a level surface.
2. Power-driven fasteners shall not be used to anchor sill plates except
at interior nonbearing walls not designed as shear walls.
1613.7.10.4 Column Base Plate Anchorage.
The base of isolated wood posts (not framed into a stud wall) supporting a vertical
load of 4,000 pounds (17.8 kN) based on Allowable Stress Design (ASD) levels or
more and the base plate for a steel column shall comply with the following:
1. When the post or column is supported on a pedestal extending above
the top of a footing or grade beam, the pedestal shall be designed and
reinforced as required for concrete or masonry columns. The pedestal shall
be reinforced with a minimum of four No. 4 bars extending to the bottom of
the footing or grade beam. The top of exterior pedestals shall be sloped for
positive drainage.
2. The base plate anchor bolts or the embedded portion of the post
base, and the vertical reinforcing bars for the pedestal, shall be confined
with two No. 4 or three No. 3 ties within the top 5 inches (127 mm) of the
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concrete or masonry pedestal. The base plate anchor bolts shall be
embedded a minimum of 20 bolt diameters into the concrete or masonry
pedestal. The base plate anchor bolts and post bases shall be galvanized
and each anchor bolt shall have at least 2 galvanized nuts above the base
plate.
1613.7.10.5 Steel Beam to Column Supports.
All steel beam to column supports shall be positively braced in each direction. Steel
beams shall have stiffener plates installed on each side of the beam web at the
column. The stiffener plates shall be welded to each beam flange and the beam
web. Each brace connection--or structural member shall consist of at least two 5/8
inch (15.9 mm) diameter machine bolts.
Section 1613.8 is added to Chapter 16 of the 2016 CBC to read as follows:
1613.8 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 section.
1613.8.1 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.
1613.8.2 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.
1613.8.3 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. Sprinkler heads
and other penetrations shall have a 2 inch (50mm)oversize ring, sleeve, or adapter
through the ceiling tile to allow for free movement of at least 1 inch (25mm) in all
horizontal directions. Alternatively, a swing joint that can accommodate 1 inch (25
mm) of ceiling movement in all horizontal directions is permitted to be provided at
the top of the sprinkler head extension.
Sprinkler heads penetrating fire-resistance-rated floor/ceiling or roof/ceiling
assemblies shall comply with Section 714 of this Code.
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1613.8.4 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.
1613.8.4.1 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.
1613.8.4.2 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.
1613.8.4.3 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 1008.3 of this Code.
1613.8.4.4 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 1704.6 of the 2016 CBC is amended to read as follows:
1704.6 Structural Observations.
Where required by the provisions of Section 1704.6.1 or 1704.6.2, the owner or
the owner's authorized agent shall employ a structural observer to perform
structural observations. Structural observation does not include or waive the
responsibility for the inspections in Section 110 or the special inspections in
Section 1705 or other section of this code. 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.
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The owner or owner's authorized agent 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
authorized agent, 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 1704.6.1 of the 2016 CBC is amended to read as follows:
1704.6.1 Structural observations for seismic resistance.
Structural observations shall be provided for those structures assigned to
Seismic Design Category D, E or F, where one or more of the following
conditions exist:
1. The structure is classified as Risk 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 Risk 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.
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Section 1705.3 of the 2016 CBC is amended to read as follows:
1705.3 Concrete Construction.
The special inspections and tests for concrete construction shall be performed in
accordance with this section and Table 1705.3.
Exceptions: Special inspections and tests 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 rockLwhere the structural design of the
footing is based on a specified compressive strength, f'c, 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.
2. Continuous concrete footings supporting walls of buildings three stories or less
above grade plane 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 1809.7; or
2.3. The structural design of the footing is based on a specified compressive
strength, f'c, 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).
3.1 Concrete patios, driveways and sidewalks, on grade.
Exception 3 of Section 1705.12 of the 2016 CBC is amended to read as follows:
1705.12 Special inspections for seismic resistance.
Special inspections for seismic resistance shall be required as specified in
Sections 1705.12.1 through 1705.12.9, unless exempted by the exceptions of
Section 1704.2.
Exception: The special inspections specified in Sections 1705.12.1 through
1705.12.9 are not required for structures designed and constructed in accordance
with one of the following:
ORDINANCE No. 1524
Page 31 of 54
1. The structure consists of light-frame construction; the design spectral
response acceleration at short periods, SDS, as determined in Section
1613.3.4, does not exceed 0.5; and the building height of the structure does
not exceed 35 feet (10 668 mm)
2, The seismic force-resisting system of the structure consists of reinforced
masonry or reinforced concrete; the design spectral response acceleration
at short periods, Sos, as determined in Section 1613.3.4, does not exceed
0.5; and the building height of the structure does not exceed 25 feet (7620
mm)
3, The structure is a detached one- or two-family dwelling not exceeding two
stories above grade plane, is not assigned to Seismic Design Category D,
E or F and does not have any of the following horizontal or vertical
irregularities in accordance with Section 12.3 of ASCE 7:
3.1 Torsional or extreme torsional irregularity.
3.2 Nonparallel systems irregularity.
3.3 Stiffness-soft story or stiffness-extreme soft story irregularity,.
3.4 Discontinuity in lateral strength-weak story irregularity.
ORDINANCE No. 1524
Page 32 of 54
Section 1807.1.4 of the 2016 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 AWC 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 2303.1.9.1. 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 2016 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 2016 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 No. 4 bars. Two bars shall be place at the
top and bottom of the footings as shown in Figure 1809.3.
RKOMMEND: a> b
a
h1K 2-tit (T P 160'6'T0M)
° f 4,".Borrohi PLATE(nT.)
IIIII ..o ` P '^, GRADE
E! IFIF
I'I! IIIII�IIII
STEPPED FOUNDAVONS
FIGURE 1809.3 - STEPPED FOOTING
ORDINANCE No. 1524
Page 33 of 54
Section 1809.7 and Table 1809.7 of the 2016 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 WIDTH
FLOORS OF
SUPPORTED BY FOOTING THICKNESS OF
THE FOOTING f (inches) FOOTING (inches)
1 12 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. Footing 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.
ORDINANCE No. 1524
Page 34 of 54
Section 1809.12 of the 2016 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 4B).
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 ANSI/AWC 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 2016 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 ANSI/AWC 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 1905.1.7 of the 2016 CBC is amended to read as follows:
1905.1.7 ACI 318, Section 14.1.4.
Delete ACI 318, Section 14.1.4, and replace with the following:
14.1.4 — Plain concrete in structures assigned to Seismic Design Category C, D,
EorF.
14.1.4.1 — 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 or cementious material 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.
ORDINANCE No. 1524
Page 35 of 54
Exceptions:
Detached one- and two-family dwellings three stories or less in height and
constructed with stud-bearing walls, are permitted to have 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 1905.1 is amended and Sections 1905.1.9 thru 1905.1.11 are added to
Chapter 19 of the 2016 CBC to read as follows:
1905.1 General.
The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through
1905.1.11.
1905.1.9 ACI 318, Section 18.7.5.
Modify ACI 318, Section 18.7.5, by adding Section 18.7.5.7 and 18.7.5.8 as
follows:
18.7.5.7 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 18.7.5.1, Items (a) through (c), over the full height of the member.
18.7.5.8 — At any section where the design strength, rpPn, of the column is less
than the sum of the shears Ve computed in accordance with ACI 318 Sections
18.7.6.1 and 18.6.5.1 for all the beams framing into the column above the level
under consideration, transverse reinforcement as specified in ACI 318 Sections
18.7.5.1 through 18.7.5.3 shall be provided. For beams framing into opposite sides
of the column, the moment components are permitted to be assumed to be of
opposite sign. For the determination of the design strength, �pPn, of the column,
these moments are permitted to be assumed to result from the deformation of the
frame in any one principal axis.
1905.1.10 ACI 318, Section 18.10.4.
Modify ACI 318, Section 18.10.4, by adding Section 18.10.4.6 as follows;
18.10.4.6— Walls and portions of walls with P„ > 0.35Po shall not be considered to
contribute to the calculated shear strength of the structure for resisting earthquake-
induced forces. Such walls shall conform to the requirements of ACI 318 Section
18.14.
1905.1.11 ACI 318, Section 18.12.6.
Modify ACI 318, by adding Section 18.12.6.2 as follows:
ORDINANCE No. 1524
Page 36 of 54
18.12.6.2 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 in thickness,
where db is the diameter of the largest reinforcement in the topping slab.
Section 2304.10.1 of the 2016 CBC is amended to read as follows:
2304.10.1 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 2304.10.1.
Staple fasteners in Table 2304.10.1 shall not be used to resist or transfer seismic
forces in structures assigned to Seismic Design Category D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when the
allowable shear values are substantiated by cyclic testing and approved by the
building official.
Section 2304.12.5 of the 2016 CBC is amended to read as follows:
2304.12.5 Wood used in retaining walls and cribs.
Wood installed in retaining or crib walls shall be preservative treated in accordance
with AWPA U1 for soil and fresh water use. Wood shall not be used in retaining or
crib walls for structures assigned to Seismic Design Category D, E or F.
Section 2305.4 is added to Chapter 23 of the 2016 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 2016 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 (1/2)
wrench turn just prior to covering the wall framing.
ORDINANCE No. 1524
Page 37 of 54
Section 2306.2 of the 2016 CBC is amended to read as follows:
2306.2 Wood-frame diaphragms.
Wood-frame diaphragms shall be designed and constructed in accordance with
AWC SDPWS. Where panels are fastened to framing members with staples,
requirements and limitations of AWC SDPWS shall be met and the allowable shear
values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for
structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by
cyclic testing and approved by the building official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be
increased 40 percent for wind design.
Wood structural panel diaphragms used to resist seismic forces in structures
assigned to Seismic Design Category D, E or F shall be applied directly to the
framing members.
Exception: Wood structural panel diaphragms are permitted to be fastened over
solid lumber planking or laminated decking, provided the panel joints and lumber
planking or laminated decking joints do not coincide.
Section 2306.3 of the 2016 CBC is amended to read as follows:
2306.3 Wood-frame shear walls.
Wood-frame shear walls shall be designed and constructed in accordance with
AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F,
application of Tables 4.3A and 4.31B of AWC SDPWS shall include the following:
1. Wood structural panel thickness for shear walls shall not be less than 3/8
inch thick and studs shall not be spaced at more than 16 inches on center.
2. The maximum nominal unit shear capacities for 3/8 inch wood structural
panels resisting seismic forces in structures assigned to Seismic Design
Category D, E or F is 400 pounds per linear foot (plf).
Exception: Other nominal unit shear capacities may be permitted if such
values are substantiated by cyclic testing and approved by the building
official.
3. Nails shall be placed not less than 1/2 inch in from the panel edges and
not less than 3/8 inch from the edge of the connecting members for shear
greater than 350 plf using ASD or 500 plf using LRFD. Nails shall be
placed not less than 3/8 inch from panel edges and not less than 1/4 inch
ORDINANCE No. 1524
Page 38 of 54
from the edge of the connecting members for shears of 350 plf or less
using ASD or 500 plf or less using LRFD.
4, Table 4.31B application is not allowed for structures assigned to Seismic
Design Category D, E, or F.
For structures assigned to Seismic Design Category D, application of Table 4.3C
of AWC SDPWS shall not be used below the top level in a multi-level building.
Where panels are fastened to framing members with staples, requirements and
limitations of AWC SDPWS shall be met and the allowable shear values set forth
in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall only be permitted for structures
assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing
members with staples may be used if such values are substantiated by
cyclic testing and approved by the building official.
The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be
increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210
shall be permitted to use design values for Plywood Siding in the AWC SDPWS.
Section 2307.2 is added to the 2016 CBC to read as follows:
2307.2 Wood-frame shear walls.
Wood-frame shear walls shall be designed and constructed in accordance with
Section 2306.3 as applicable.
ORDINANCE No. 1524
Page 39 of 54
Table 2308.6.1 of the 2016 CBC is amended to read as follows:
TABLE 2308.6.1'
WALL BRACING REQUIREMENTS
MAXIMUM BRACED PANEL LOCATION, MAXIMUM DISTANCE
SEISMIC STORY SPACING OF SPACING(D.C.)AND MINIMUM PERCENTAGE(X) OF BRACED WALL
DESIGN CONDITION(SEE BRACED PANELS FROM EACH
CATEGORY SECTION 2306 2) WALL LINES END OF BRACED
WALL LINE
Bracing method"
LIB DWB,WSP SFB,PBS,PCP.HPS,GB3
._. 35'-0" Each end and Each end antic 25'-0"o,e, Each end and<25'-0"o.c. 12'-fit
I ` .....� <2.5'_0"o.c.
��
Each end and ,
35'-0° Each end and c 25'-0'n c. Each end and c 25 f}'°o.c. 12.`-ff
�and 13 c 25'-G"o.c.
351-01, NP Each end and�5 25'-0'ox. Each end and 25'-0"o.c. 12'-6'
_.__...................................
................. __....-_.
35'-0" NP Each end and 5 25'-0"ox. Each end and::25'-0"o.e, 12'-6"
...........w .....__......
Fach end and 5,25'-0'o.c. Each end and 5 25'-0"o.c.
35'-0" NP (xrtinitnum 25%of wall (minimun125%of wall 12'-(f
length)' length)`
Sus<0.50:Hach end ant[5 SU'<0,50:Each end and<
25'-(Y`o.c.(Dhuirnurn 21 0/o 25- o.c.(minsanuxn 43%
Of wall length)' of wall length)`
(),5 c Stns<(}.75:Each end ().5 Sp,<0.75:Each end
and<25' 0"o.c.(min's- and<25'-(Y o.c.(minimum
r r® inurn'12%of wall length)` 59%of wall length)'
D and E 25,_0„ NP �... ..._...._�.....�...�._..�. H_0
0.75<SDS 1.U0:Each end 0.75<So;:5�l.00:Ertch end
aril<'25'-0"o,c.(mini- and x:25'-0"o.c.(minimum
nrurn 37%of will length)' 75%of wall length)
SpS:1.00:Each end;Ind c ,Stns>1.00:Each end and<
25'-(Y'o.c.(rr inirnurn 483 5°-U"O.C.(rx inirnrrm
of wall length)` 100x%of wall length)`
Fn Sl: 1 i u c l i--25 4 In In,1 foot== .......304,8 nun,
N1'=Not Permitted
a ')'hie table specifies minimuin requimricnts for braced wall pastels alongintedorok eateriorbraced wall lines,
b. See Section 2308.6 3 for full description of bracing methods.
c, For Method GD,gypsum wvahboard applied to framing supports that are spaced at 16 inches on center
d.The redo red lengths shall be doubled for gypsum foal applied to only one face of a braced wall panel
e. Pen entage show iI represents like iinnikuum akrrount of bracing requb'd along the building length(or wall length if ttie structure has an irregular shape),
w ° 11na I rc w_all I,vrak:;1;«tX IV IPnt llllhnYoi"I Ph�sei�.owe Y)c�mpoi{°nlcP�wPics I.P oh El
L. 1':'rl6''I!'a,.nl'r,l3.F'1 kti„u or i C X k I.;nw�sphl I, . a, .__ �..�.
2,MitLilII k9 al-kit LIt 4 i t,u'wrnoeI I'i t h 1 k r i l I v I i t'4rIPC I,uC awn Ill 1 1 6 6up,ty,01~41 qaaw,41aIl Y,ra;it gc;*l 4"•4Y"'lill P^kPI,h L.'r f t11 ark_L ll't'APuall111NI:slil11
t'.?;8'tpuPrlY rtI I prm,a'u'ItI&II19,li't ti fPaltk 1•I'rtlK'r.',4'�IL111'rI}fJItsIPIPU tY'P'I rt IaVCRPCM roll r°Clklau tat°ur:t°�afll(r,kllt,w'Lr9tltil?Ilihnrlp ltt",Irc;i wlgPaYY rtlMPI Gat lrr'ltacal as trl?sat sr''.t?'rMr:eslw+!ruiiu�,
rkuinruuMntt CrG"1Kd'.3,c°'IYnCI;hiw" P,..:..i.. .........f"La..9
1 Po�'tr.`+Y^!�i+r.rou9ain�,,>hnlp bw�.n " akca9ww"4t @I taaY t;rrp'Piaul,,,�oi t'rl�,ucceR 3tlt n' e� dtr a +anetli wJsr~"'nrpktl.ryrirew`rtrl nul Pilot IYtyik r"a 16iw;tlwci on acutemu'tuor.
I,m nlPC'lP ult kmllal Iflotrr.q 61 L19 SG1?'tt 13P199t ? G:4'l<:Y1!.N.ImI'1'.
ORDINANCE No. 1524
Page 40 of 54
Section 2308.6.5, Figure 2308.6.5.1, and Figure 2308.6.5.2 of the 2016 CBC are
amended to read as follows:
2308.6.5 Alternative bracing.
An alternate braced wall (ABW) or a portal frame with hold-downs (PFH)described
in this section is permitted to substitute for a 48-inch (1219 mm) braced wall panel
of Method DWB, WSP, SFB, PBS, PCP or HIPS. For Method GB, each 96-inch
(2438 mm) section (applied to one face) or 48-inch (1219 mm) section (applied to
both faces) or portion thereof required by Table 2308.6.1 is permitted to be
replaced by one panel constructed in accordance with Method ABW or PFH.
2308.6.5.1 Alternate braced wall (ABW).
An ABW shall be constructed in accordance with this section and Figure
2308.6.5.1. In one-story buildings, each panel shall have a length of not less than
2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each
panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness
wood structural panel sheathing nailed with 8d common or galvanized box nails in
accordance with Table 2304.10.1 and blocked at wood structural panel edges. For
structures assigned to Seismic Design Category D or E, each panel shall be
sheathed on one face with 15/32-inch-minimum-thickness (11.9 mm) wood
structural panel sheathing nailed with 8d common nails spaced 3 inches on panel
edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance
with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed
at each panel outside quarter points. Each panel end stud shall have a hold-down
device fastened to the foundation, capable of providing an approved uplift capacity
of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in
accordance with the manufacturer's recommendations. The ABW shall be
supported directly on a foundation or on floor framing supported directly on a
foundation that is continuous across the entire length of the braced wall line. This
foundation shall be reinforced with not less than one No. 4 bar top and bottom.
Where the continuous foundation is required to have a depth greater than 12
inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous
footing is permitted at door openings in the braced wall line. This continuous
footing shall be reinforced with not less than one No. 4 bar top and bottom. This
reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required
in the continuous foundation located directly under the braced wall line.
Where the ABW is installed at the first story of two-story buildings, the wood
structural panel sheathing shall be provided on both faces, three anchor bolts shall
be placed at one-quarter points and tie-down device uplift capacity shall be not
less than 3,000 pounds (13 344 N).
ORDINANCE No. 1524
Page 41 of 54
2'-8"MIN PANEL r 1(JR PANEL SPLICE(IF NEEDED)ADJOINING PANEL
LENGTH EDGES SHALL MEET OVER AND BE FASTENED TO
MON FRAMING
Co �.
MIN. /8' THICK WOOD
STRUCTURAL PANEL 3 ��. dl d « 8d COMON 0 GN-Va+N;,;,PI NAILS AT f,"0 C
SHEATHING ON ONE I AG,'L-- - 91 ql 1 AT PANEL EDGES FOR SINGLE STORYAND AT4'0 C
u.0 AT PANEL EDGES FOR THE FIRST OF 2 STORIES
�V dl VI
MIN 2x4 FRAMING MIN DC,)Uk LE,,',il pl p,
STUDS REQUIRED dl dl p
III V ANCHOR BOLTS PER SECTION 2308 6,5 1
STUDS UNDER HEADER AS )N II q
REQUIRED
HOLD-DOWN PER SEC I IoN 41 MINIMUM REINFORCING OF FOUNDATION,ONE#4
tll
BAR HALL P AND BOTTOM OF FOOTING REINFORCING
bt' E LAPPED�24 INCHES MIN.
23CJ865,1 NI
For SI: 1 inch=25.4 mm, 1 foot—304.8 mm,
mn. Fon vnnc,oil nes ISA'Arrn t to r. ° 1011 if"+32 deirNr¢a0IIIIIIIN IA flikkn egs 11 1.R) mvnyd klttj gunt n unrl 01eadthta
FIGURE 2308.6.5.1
ALTERNATE BRACED WALL PANEL(ABWI
2308.6.5.2 Portal frame with hold-downs (PFH).
A PFH shall be constructed in accordance with this section and Figure 2308.6.5.2.
The adjacent door or window opening shall have a full-length header.
In one-story buildings, each panel shall have a length of not less than 16 inches
(406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be
sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness
wood structural panel sheathing nailed with 8d common or galvanized box nails in
accordance with Figure 2308.6.5.2. For structures assigned to Seismic Design
Category D or E, each panel shall be sheathed on one face with 15/32-inch-
minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d
common nails spaced 3 inches on panel edges, 3 inches at intermediate supports
and in accordance with Figure 2308.6.5.2. The wood structural panel sheathing
shall extend up over the solid sawn or glued-laminated header and shall be nailed
in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two
2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item
24 of Table 2304.10.1 shall be permitted to be used. A spacer, if used, shall be
placed on the side of the built-up beam opposite the wood structural panel
sheathing. The header shall extend between the inside faces of the first full-length
outer studs of each panel. The clear span of the header between the inner studs
of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet
(5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds
(4,400 N) shall fasten the header to the inner studs opposite the sheathing. One
anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance
with Section 2308.3.1 shall be provided in the center of each sill plate. The studs
at each end of the panel shall have a hold-down device fastened to the foundation
with an uplift capacity of not less than 3,500 pounds (15 570 N).
ORDINANCE No. 1524
Page 42 of 54
Where a panel is located on one side of the opening, the header shall extend
between the inside face of the first full-length stud of the panel and the bearing
studs at the other end of the opening. A strap with an uplift capacity of not less
than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The
bearing studs shall also have a hold-down device fastened to the foundation with
an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices
shall be an embedded strap type, installed in accordance with the manufacturer's
recommendations. The PFH panels shall be supported directly on a foundation
that is continuous across the entire length of the braced wall line. This foundation
shall be reinforced with not less than one No. 4 bar top and bottom. Where the
continuous foundation is required to have a depth greater than 12 inches (305
mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is
permitted at door openings in the braced wall line. This continuous footing shall be
reinforced with not less than one No. 4 bar top and bottom. This reinforcement
shall be lapped not less than 24 inches (610 mm) with the reinforcement required
in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall
have a length of not less than 24 inches (610 mm).
FXTENT OF FIEADE-R
DOVE#I_E PORTAL.FRAME.(I WO BRACED WALL.PANELS)
EXTENT OF HEADIER
SINGLE OP IAL.f LAME (ONE BRACED WALL ANE
L.1 MIN.IQQQLE3TIE-D('JWII
MIN Wx11 25`NE f F I_ DEVICE J !"
IE ADIER
TYPICAL-PORTAL FRAME=
CONSTRUCTION �(
I '� IQan I�STRAP GPPOSITE SHEATHINr• �,, �" d
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FIGURE 2308.6.5.2
PORTAL FRAME WITH HOLD-DOWNS(PFH)
ORDINANCE No. 1524
Page 43 of 54
Section 2308.6.8.1 of Chapter 23 of the 2016 CBC is amended to read as follows:
2308.6.8.1 Foundation requirements.
Braced wall lines shall be supported by continuous foundations.
Exception: For structures with a maximum plan dimension not more than 50 feet
(15240 mm), continuous foundations are required at exterior walls only for
structures assigned to Seismic Design Category A, B, or C.
For structures in Seismic Design Categories D and E, exterior braced wall panels
shall be in the same plane vertically with the foundation or the portion of the
structure containing the offset shall be designed in accordance with accepted
engineering practice and Section 2308.1.1.
Section 2308.6.9 of the 2016 CBC is amended to read as follows:
2308.6.9 Attachment of sheathing.
Fastening of braced wall panel sheathing shall not be less than that prescribed in
Tables 2308.6.1 or 2304.10.1. Wall sheathing shall not be attached to framing
members by adhesives. Staple fasteners in Table 2304.10.1 shall not be used to
resist or transfer seismic forces in structures assigned to Seismic Design Category
D, E or F.
Exception: Staples may be used to resist or transfer seismic forces when
the allowable shear values are substantiated by cyclic testing and approved
by the building official.
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.
Section J101.3 is added to the 2016 CBC to read as follows:
J101.3 Hazards.
1. Whenever the building official determines that any land or any existing
excavation or fill has, from any cause, become a menace to life or limb, or
endangers public or private property, or adversely affects the safety, use or stability
of public or private property, the owner or other person in legal control of the
property concerned shall, upon receipt of a written notice thereof from the building
official, correct such condition in accordance with the provisions of this appendix
and the requirements and conditions set forth in the notice so as to eliminate such
ORDINANCE No. 1524
Page 44 of 54
condition. The owner or other person in legal control of the property shall
immediately comply with the provisions set forth in the notice and shall complete
the work within 180 days from the date of the notice unless a shorter period of time
for completion has been specified in the notice in which case the owner shall
comply with the shorter period of time. Upon written application and good cause
shown, the building official may approve the request for an extension of time to
complete the work required by the notice.
2. If the above condition is not eliminated within the specified time period, the
building official may file with the Office of the Los Angeles County Recorder a
certificate stating that the property is deemed substandard and that the owner
thereof has been so notified to correct the substandard condition. Said certificate
shall specify the conditions creating the substandard classification.
3. When the above conditions have been corrected to the satisfaction of the
building official, upon receiving a sixty-dollar fee from the owner or his agent, the
building official shall file with the Office of the Los Angeles County Recorder, within
a reasonable period of time, a certificate specifying that the conditions creating the
substandard classification have been corrected and that the property is no longer
considered substandard.
Section J101.4 is added to the 2016 CBC to read as follows:
J101.4 Safety Precautions
1. 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 must 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, without limitation, 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 must
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.
ORDINANCE No. 1524
Page 45 of 54
2. Removal of Ground Cover
a) The existing vegetative ground cover of any watershed in any hillside
area cannot 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.
b) Whenever ground cover is removed or damaged pursuant to a validly
issued grading permit, the permittee must restore and maintain the
affected area with an approved ground cover, or must accomplish such
other erosion control protection measures as may be approved by the
building official. Such erosion control must 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, without limitation, retaining walls, cribbing, terracing, surface and
subsurface drainage structures, interceptor drains, check dams, and riprap must
be maintained in good condition and repair as approved by the building official at
the time of completion of construction thereof.
Section J 101.5 is added to the 2016 CBC to read as follows:
J101.5 Protection of Utilities
The owner and permittee of any property on which grading has been performed
and that requires a grading permit must be responsible for the prevention of
damage to any public utilities or services.
Section J101.6 is added to the 2016 CBC to read as follows:
J 101.6 Protection of Adjacent Properties
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 must 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 must 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 must be provided as required by California Civil Code
Section 829-834 when the excavation is of sufficient depth and proximity to
adjacent lot structures.
ORDINANCE No. 1524
Page 46 of 54
Section J101.7 is added to the 2016 CBC to read as follows:
J101.7 Storm water control measures.
The owner and permittee of any property on which grading has been performed
and that requires a grading permit under Section J103 shall put into effect and
maintain all precautionary measures necessary to protect adjacent water courses
and public private property from damage by erosion, flooding, and deposition of
mud, debris and construction-related pollutants originating from the site during,
and after, grading and related construction activities. Furthermore, the owner and
permittee shall be responsible for putting into effect and maintaining appropriate
measures necessary to prevent any change in cross-lot surface drainage that may
adversely affect any adjoining property as a result of grading and/or construction-
related activities. Such measures to prevent any adverse cross-lot surface
drainage effects on adjoining property shall be required whether shown on
approved grading plans or not.
Section J101.8 is added to the 2016 CBC to read as follows:
J101.8 Conditions of approval.
In granting any permit under this code, the building official may include such
conditions as may be reasonably necessary to prevent creation of a nuisance or
hazard to public or private property. Such conditions may include, but
shall not be limited to:
1. Improvement of any existing grading to comply with the standards of
this code.
2. Requirements for fencing of excavations or fills which would otherwise
be hazardous.
Section J101.9 is added to the 2016 CBC to read as follows:
J101.9 Rules and regulations.
A 01.9.1 Rules. The permissive provisions of this chapter shall not be presumed
to waive any regulations imposed by other statutes or other ordinances of the
State of California or the City of El Segundo.
J101.9.2 Regulations. If two or more pertinent regulations are not identical, those
regulations shall prevail which are more restrictive or which afford greater safety
to life, limb, health, property or welfare. For the purposes of these regulations,
grading permits shall be considered as building permits and shall be subject to
the administrative provisions of this code, unless otherwise specifically provided
for in this chapter.
ORDINANCE No. 1524
Page 47 of 54
Section J 103.2 is amended to the 2016 CBC to read as follows:
J103.2 Exemptions.
A grading permit shall not be required for the following:
1. When approved by the building official, grading in an isolated, self-
contained area, provided there is no danger to the public, and that such
grading will not adversely affect adjoining properties.
2. Excavation for construction of a structure permitted under this code
where the excavation is limited to within the volume of the proposed
structure.
3. Cemetery graves.
4. Refuse disposal sites controlled by other regulations.
5. Excavations for wells, or trenches for utilities.
6. Mining, quarrying, excavating, processing or stockpiling rock, sand,
aggregate or clay controlled by other regulations, provided such operations
do not affect the lateral support of, or significantly increase stresses in, soil
and adjoining properties.
7. Exploratory excavations performed under the direction of a registered
soils engineer or engineering geologist. This shall not exempt grading of
access roads or pads created for exploratory excavations. Exploratory
excavations must not create a hazardous condition to adjacent properties
or the public in accordance with Section J101.3. Exploratory excavations
must be restored to existing conditions, unless approved by the building
official.
8. An excavation that does not exceed 50 cubic yards (38.3 m^) and
complies with one of the following conditions:
(1) is less than 2 feet (0.6 m) in depth.
(2) does not create a cut slope greater than 5 feet (1.5 m) measured
vertically upward from the cut surface to the surface of the natural
grade and is not steeper than 2 units horizontal to 1 unit vertical (50
percent slope).
9. A fill not intended to support a structure, that does not obstruct a drainage
course and complies with one of the following conditions:
(a) is less than 1 foot (0.3 m) in depth and is placed on natural terrain
with a slope flatter than 5 units horizontal to I unit vertical (20 percent
slope).
(b) is less than 3 feet (0.9 m) in depth at its deepest point measured
vertically upward from natural grade to the surface of the fill, does
not exceed 50 cubic yards, and creates a fill slope no steeper than 2
units horizontal to 1 unit vertical (50 percent slope).
(c) is less than 5 feet (1.5 m) in depth at its deepest point measured
vertically upward from natural grade to the surface of the fill, does
not exceed 20 cubic yards, and creates a fill slope no steeper than 2
units horizontal to 1 unit vertical (50 percent slope).
ORDINANCE No. 1524
Page 48 of 54
Exemption from the permit requirements of this appendix shall not be deemed to
grant authorization for any work to be done in any manner in violation of the
provisions of this code or any other laws or ordinances of this jurisdiction.
Section J 103.3 is added to the 2016 CBC to read as follows:
J103.3 Permit issuance.
1. The issuance of a grading permit shall constitute an authorization to do
only that work which is described or illustrated on the application for the
permit or on the grading plans and specifications approved by the building
official at the time of issuance.
2. Jurisdiction of other agencies. Permits issued under the requirements of
this chapter shall not relieve the owner of responsibility for securing required
permits for work to be accomplished which is regulated by any other code,
department or division of the governing agency.
3. Conditions of permit. The building official, upon recommendation of the
city traffic and transportation administrator, may impose such regulations
with respect to access routes to and from grading sites in hillside areas as
the building official shall determine are required in the interest of safety
precautions involving pedestrian or vehicular traffic.
4. Consent of adjacent property owner. Whenever any excavation or fill
requires entry onto adjacent property for any reason, the permit applicant
shall obtain the written consent or legal easements or other property rights
of the adjacent property owner or their authorized representative, and shall
file a signed and duly notarized copy of such consent with the building
official, and no permit for such grading work may be issued unless and until
all necessary consent documents are so filed. The consent shall be in a
form acceptable to the building official.
Section J103.4 is added to the 2016 CBC to read as follows:
J103.4 Grading fees.
1. Fees for grading plan check and for grading permits shall be established
or modified by resolution of the city council. The schedule of such fees shall
remain on file and be available in the office of the building official. The
building official shall, with the approval of the city manager, recommend
changes to the council when the costs to provide grading plan check and
grading inspection services make it appropriate.
2. The applicant shall pay a plan check fee prior to acceptance of grading
plans and specifications for checking by the city. The plan check fee shall
be based on the total volume of the excavation and fill, on the site. The
grading plan check fee shall be recalculated each time the grading plan
volume of excavation and fill exceeds the volume used to determine the
original plan check fee, and the applicant shall pay the difference between
the revised and original fee before the revised grading plans are accepted
ORDINANCE No. 1524
Page 49 of 54
for review by the city. The original grading plan check fee includes the cost
to the applicant for the original submittal plus two additional submittals of
corrected grading plans and specifications. When required by the building
official, the applicant shall pay a supplemental grading plan check fee in
accordance with the fee resolution established by the city council.
3. Whenever the applicant submits a grading plan for plan check that is
substantially different in design of the earthwork as compared to previously
submitted grading plans, the submittal shall be considered an original and
a new grading plan check fee shall be determined and paid to the city as
provided in this section.
4. The applicant shall pay a grading permit fee prior to the issuance of a
grading permit by the city. The fee shall be based on the total volume of
excavation and fill, on the site. If, during grading operations, the plans and
specifications for the grading project are revised increasing the volume of
excavation, fill, or a combination thereof above the volume that was used to
determine the grading permit fee, the applicant shall pay to the city the
difference between the original grading permit fee and the recalculated fee
before work may resume under the grading permit.
5. Whenever grading operations are commenced without an approved
grading permit, a penalty shall be added to all unpaid fees for grading plan
check and grading permits. The penalty shall be three hundred percent of
all fees due the city.
Section J104.2.1 is added to the 2016 CBC to read as follows:
J104.2.1 Grading Designation.
Grading in hilly terrain and all grading in excess of 2,500 cubic yards shall be
performed in accordance with the approved grading plan prepared by a registered
civil engineer, and shall be designated as "engineered grading." Grading involving
less than 2,500 cubic yards and not located in an area of mountainous terrain shall
be designated as "regular grading" unless the permittee chooses to have the
grading performed as engineered grading, or the building official determines that
special conditions or unusual hazards exist, in which case grading shall conform
to the requirements for engineered grading.
Section A 04.2.2 is added to the 2016 CBC to read as follows:
J104.2.2 Regular grading requirements.
In addition to the provisions of Section 106, and Section 104.2, Chapter 1, Division
II, an application for a regular grading permit shall be accompanied by plans in
sufficient clarity to indicate the nature and extent of the work. The plans shall give
the location of the work, the name of the owner, and the name of the person who
prepared the plan. If the slope of the grade exceeds 3 units horizontal to 1 unit
vertical or as required by the building official, the plans and specifications shall be
ORDINANCE No. 1524
Page 50 of 54
prepared and signed by an individual licensed by the state to prepare such plans
or specifications. The plan shall include the following information:
1. General vicinity of the proposed site.
2. Limits and depths of cut and fill.
3. Location of any buildings or structures where work is to be performed,
and the location of any buildings or structures within 15 feet (4.6 m) of the
proposed grading.
4. Contours, flow areas, elevations, or slopes which define existing and
proposed drainage patterns.
5. Storm water provisions in accordance with the requirements of Appendix
J and Title 5 Chapter 4 of the City of El Segundo Municipal Code.
6. Location of existing and proposed utilities, drainage facilities, and
recorded public and private easements and use restricted use areas.
7. Location of all Special Flood Hazard Areas as designated and defined in
Title 44, Code of Federal Regulations.
Section J104.2.3 is added to the 2016 CBC to read as follows:
J104.2.3 Engineered grading requirements.
In addition to the provisions of Chapter 1 Division II, Section 107 and Appendix J
Section J 104.2, an application for an engineered grading permit shall be
accompanied by plans and specifications, and supporting data consisting of a soils
engineering report and engineering geology report. The plans and specifications
shall be prepared and signed by an individual licensed by the state to prepare such
plans or specifications when required by the building official. Specifications shall
contain information covering structures and material requirements. Plans shall be
drawn to scale and shall be of sufficient clarity to indicate the nature and extent of
the work proposed and show in detail that it will conform to the provisions of this
code and all relevant laws, ordinances, rules, and regulations. The first sheet of
each set of plans shall give location of the work, the name and address of the
owner, and the person by whom they were prepared. The plans shall include, but
shall not be limited to, the following information:
1. General vicinity of the proposed site.
2. Property limits and accurate contours of existing ground and details of
terrain and area drainage.
3. Limiting dimensions, elevations, or finish contours to be achieved by the
grading, proposed drainage channels, and related structures.
4. Detailed plans of all surface and subsurface drainage devices, walls,
cribbing, dams and other protective devices to be constructed with, or as a
part of, the proposed work. A map showing the drainage area and the
estimated runoff of the area served by any drains shall also be provided.
5. Location of any existing or proposed buildings or structures on the
property where the work is to be performed and the location of any buildings
or structures on land of adjacent owners that are within 15 feet (4.6 m) of
the property or that may be affected by the proposed grading operations.
ORDINANCE No. 1524
Page 51 of 54
6. Recommendations in the geotechnical engineering report and the
engineering geology report shall be incorporated into the grading plans or
specifications. When approved by the building official, specific
recommendations contained in the geotechnical engineering report and the
engineering geology report, that are applicable to grading, may be included
by reference.
7. The dates of the geotechnical engineering and engineering geology
reports together with the names, addresses, and telephone numbers of the
firms or individuals who prepared the reports.
8. A statement of the earthwork quantities of materials to be excavated
and/or filled. Earthwork quantities shall include quantities for geotechnical
and geological remediation. In addition, a statement of material to be
imported or exported from the site.
9. A statement of the estimated starting and completion dates for work
covered by the permit.
10. A statement signed by the owner acknowledging that a field engineer,
geotechnical engineer and engineering geologist, when appropriate, will be
employed to perform the services required by this code, whenever approval
of the plans and issuance of the permit are to be based on the condition
that such professional persons be so employed. These acknowledgements
shall be on a form furnished by the building official.
11. Storm water provisions are required to be shown on the grading plan in
accordance with Appendix J Section J and Title 5 Chapter 4 of the ESMC.
12. A drainage plan for that portion of a lot or parcel to be utilized as a
building site (building pad), including elevation of floors with respect to finish
site grade and locations of existing and proposed stoops, slabs, fences or
other features that may affect drainage.
13. Location and type of any existing or proposed private sewage disposal
system.
14. Location of existing and proposed utilities, drainage facilities, and
recorded public and private easements.
15. Location of all recorded floodways.
16. Location of all Special Flood Hazard Areas as designated and defined
in Title 44, Code of Federal Regulations.
Section J109.5 is added to the 2016 CBC to read as follows
J109.5 Disposal.
All drainage facilities shall be designed to carry waters to the nearest practicable
street, storm drain, or natural watercourse drainage way approved by the building
official or other appropriate governmental agency jurisdiction provided it is a safe
place to deposit such waters. Erosion of ground in the area of discharge shall be
prevented by installation of non-erosive down drains or other devices. Desilting
basins, filter barriers or other methods, as approved by the building official, shall
be utilized to remove sediments from surface waters before such waters are
ORDINANCE No. 1524
Page 52 of 54
allowed to enter streets, storm drains, or natural watercourses. If the drainage
device discharges onto natural ground, riprap or a similar energy dissipater may
be required. Building pads shall have a minimum drainage gradient of 2 percent
toward approved drainage facilities, a public street or drainage structure approved
to receive storm waters unless waived by the building official. A lesser slope may
be approved by the building official for sites graded in relatively flat terrain, or
where special drainage provisions are made, when the building official finds such
modification will not result in unfavorable drainage conditions.
Section J113 is added to the 2016 CBC to read as follows:
SECTION J113
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)
COMPLIANCE
J113.1 General.
All grading plans and permits shall comply with the provisions of this section for
NPDES compliance including the owner of any property on which grading has
been performed and which requires a grading permit under Appendix J Section
J103. Sites which have been graded and which require a grading permit under
Appendix J Section J103 are subject to penalties and fines per Appendix J Section
J113.4. All best management practices shall be installed before grading begins or
as instructed in writing by the building official for unpermitted grading as defined
by Section J 103.3. As grading progresses, all best management practices shall
be updated as necessary to prevent erosion and control structures related
pollutants from discharging from the site. All best management practices shall be
maintained in good working order to the satisfaction of the building official unless
final grading approval has been granted by the building official and all permanent
drainage and erosion control systems, if required, are in place.
J113.2 Storm water pollution prevention plan (SWPPP).
When requested by the building official, no grading permit shall be issued unless
the plans for such work include a Storm Water Pollution Prevention Plan with
details of best management practices, including desilting basins or other temporary
drainage or control measures, or both, as may be necessary to control structures-
related pollutants which originate from the site as a result of structures related
activities. For unpermitted grading as defined by Section J103.3 upon written
request a SWPPP in compliance with the provisions of this section and Section
J106.4.3 for NPDES compliance shall be submitted to the building official.
J113.3 Wet weather erosion control plans (WWECP).
In addition to the SWPPP required in Appendix J Section J113.2, where a grading
permit is issued and it appears that the grading will not be completed prior to
November 1, then on or before October 1 the owner of the site on which the grading
is being performed shall file or cause to be filed with the building official a WWECP
ORDINANCE No. 1524
Page 53 of 54
which includes specific best management practices to minimize the transport of
sediment and protect public and private property from the effects of erosion,
flooding or the deposition of mud, debris or structures related pollutants. The best
management practices shown on the WWECP shall be installed on or before
October 15. The plans shall be revised annually or as required by the building
official to reflect the current site conditions. The WWECP shall be accompanied by
an application for plan checking services and plan check fees equal in amount to
10 percent of the original grading permit fee.
SECTION 3: Environmental Assessment. 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 "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, and therefore does not have the potential to cause significant effects on the
environment. In addition, this ordinance is an action being taken for enhanced protection
of the environment and is exempt from further review under CEQA Guidelines § 15308.
SECTION 4: Construction. This Ordinance must be broadly construed in order to achieve
the purposes stated in this Ordinance. It is the City Council's intent that the provisions of
this Ordinance be interpreted or implemented by the City and others in a manner that
facilitates the purposes set forth in this Ordinance.
SECTION 5: 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 8: 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 7: Validity of Prior 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 8: Publication. The City Clerk is directed to certify the passage and adoption
of this Ordinance; cause it to be entered into the City of El Segundo's book of original
ordinances; make a note of the passage and adoption in the records of this meeting; and,
within fifteen (15) days after the passage and adoption of this Ordinance, cause it to be
published or posted in accordance with California law.
ORDINANCE No. 1524
Page 54 of 54
SECTION 9: Effective Date. This Ordinance will become effective on the 31St day
following its passage and adoption.
SECTION 10: Filing with Building Standards Commission. The City Clerk must file a certified
copy of this Ordinance with the California Building Standards Commission.
PASSED, APPROVED, AND ADOPTED ORDINANCE No. 1524 this 6th day of
December, 2016.
Suzan'ne Fuentes, Mayor
APPROVED AS TO FORM
Mark Hensley, i ttorney
ATTEST:
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES ) SS
CITY OF EL SEGUNDO )
I, Tracy Weaver, 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. 1524 was duly introduced by said City Council at a regular meeting held
on the 1 st day of November, 2016, 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 6th day of December, 2016, and the same was so
passed and adopted by the following vote:
AYES: Mayor Fuentes, Mayor Pro Tern Boyles, Council Member Dugan and
Council Member Pirsztuk
NOES: None
ABSENT: Council Member Brann
ABSTAIN: None
Tracy av
y er Cit „�,'lerk