ORDINANCE 1596ORDINANCE NO. 1596
AN ORDINANCE ADOPTING THE CALIFORNIA BUILDING
CODE, 2019 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 EI 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 November 19, 2019, 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 EI 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, including
block wall and concrete fences over 42" high, 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 earthquake. After due
consideration, the City Council finds and determines that due to local climatic,
geological, or topographical conditions, the structural and fire protection
amendments to the 2019 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;
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
18. Add CBC Section 1613.5.5 Maximum SDS Value in Determination of CS and Ev
19. Add CBC Section 1613.7 Seismic Design Provisions for Hillside Buildings
ORDINANCE NO. 1596
PAGE 2 of 59
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 1807.2 Retaining Walls
28.Amend CBC Section 1807.3.1 Limitations
29. Amend CBC Section 1809.3 Stepped Footings
30. Amend CBC Section 1809.7 and Table 1809.7 Prescriptive Footings for Light
Frame Construction
31.Amend CBC Section 1809.12 Timber Footings
32. Amend CBC Section 1810.3.2.4 Timber
33.Amend CBC Section 1905.1.7 Minimum Reinforcement
34. Amend CBC Section 1905.1 and Add Sections 1905.1.9 thru 19.05.1.11
Reinforcement
35. Amend CBC Section 2304.10.1 Fastener Requirement
36. Amend CBC Section 2304.12.5 Wood Retaining Walls
37.Add CBC Section 2305.4 Quality of Nails
38. Add CBC Section 2305.5 Hold-down Connectors
39. Amend CBC Section 2306.2 Wood -Frame Diaphragms
40. Amend CBC Section 2306.3 Wood -Frame Shear Walls
41. Add CBC Section 2307.2 Wood -Frame Shear Walls
42. Amend CBC Table 2308.6.1 Wall Bracing Requirements
ORDINANCE NO. 1596
PAGE 3 of 59
43.Amend CBC Sections 2308.6.5, Figure 2308.6.5.1 and Figure 2308.6.5.2
Alternative Bracing
44.Amend CBC Section 2308.6.8.1 Foundation Requirements
45. Amend CBC Section 2308.6.9 Attachment of Sheathing
46. Add CBC Section 3114; amend Section 202, Section 3101.1, and Chapter 35
Intermodal Shipping Container
47.Add CBC Section J101.3 Hazards
48. Add CBC Section J101.4 Safety Precautions
49. Add CBC Section J101.5 Protection of Utilities
50.Add CBC Section J101.6 Protection of Adjacent Properties
51.Add CBC Section J101.7 Storm water control measures
52.Add CBC Section J101.8 Conditions of approval
53.Add CBC Section J101.9 Rules and regulations
54. Amend CBC Section J 103.2 Exemptions.
55.Add CBC Section J103.3 Permit issuance
56.Add CBC Section J103.4 Grading fees
57.Add CBC Section J104.2.1 Grading Designation
58. Add CBC Section J104.2.2 Regular grading requirements
59.Add CBC Section J104.2.3 Engineered grading requirements
60. Add CBC Section J109.5 Disposal
61. Add CBC Section J 113.1 General
62. Add CBC Section J113.2 Storm water pollution prevention plan (SWPPP)
63. Add CBC Section J113.3 Wet weather erosion control plans (WWECP)
ORDINANCE NO. 1596
PAGE 4 of 59
SECTION 2: Title 13, Chapter 1 of the EI 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,
2019 EDITION.
Pursuant to California Government Code Section 50022.2, the California Building
Code, 2019 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:
105.3.2 Expiration of Plan Check.
ORDINANCE NO. 1596
PAGE 5 of 59
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 12 months 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.
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.
Section 105.8 Chapter 1 of the CBC is added to read as follows:
105.8 Responsibility of permittee.
ORDINANCE NO. 1596
PAGE 6 of 59
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 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 12 months 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
ORDINANCE NO. 1596
PAGE 7 of 59
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.
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
ORDINANCE NO. 1596
PAGE 8 of 59
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 filing fee set by City Council 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. 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
ORDINANCE NO. 1596
PAGE 9 of 59
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 EI
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 2019 Edition of the California
Building Code to read as follows:
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.
ORDINANCE NO. 1596
PAGE 10 of 59
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 EI Segundo
title 13 of the EI 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.
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
ORDINANCE NO. 1596
PAGE 11 of 59
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, min imum'/s-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.
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
ORDINANCE NO. 1596
PAGE 12 of 59
no more than 0.5 cubic feet per minute when tested according to
ASTM E-283.
B. Fixed Windows.- All fixed windows in the exterior walls of habitable
rooms must. -
1 . Have a sound transmission class rating of at least STC 40
dB, or
2. Must be 5/8 -inch laminated glass with STC rating of 40 dB
and must be set in non -hardening glazing materials, or
3. Must be glass block at least 3'/2 inches thick.
C. The total areas of glazing in rooms used for sleeping must not
exceed 20% of the wall area.
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.
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
-inch thick coated fiberglass sound absorbing duct liner. Each
duct must have a lined 90 -degree bend in the duct so that
ORDINANCE NO. 1596
PAGE 13 of 59
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.
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
ORDINANCE NO. 1596
PAGE 14 of 59
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.
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.
ORDINANCE NO. 1596
PAGE 15 of 59
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.
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
ORDINANCE NO. 1596
PAGE 16 of 59
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 2019 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 2019 CBC to read as follows:
1613.5.2 Structural Separation.
Modify ASCE 7 Section 12.12.3 Equation 12.12-1 as follows:
M = Cd 9 (12-12-1)
Section 1613.5.3 is added to Chapter 16 of the 2019 CBC to read as follows:
1613.5.3 Values for Vertical Combinations.
Modify ASCE 7 Section 12.2.3.1 Exception 3 as follows:
3. 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 2019 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
ORDINANCE NO. 1596
PAGE 17 of 59
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 2019 CBC to read as follows,
1613.5.5 Maximum SDS Value in Determination of Cs and Ev.
Modify ASCE 7 Section 12.8.1.3 as follows:
12.8.1.3 Maximum SDS Value in Determination of Cs and Ev.
The value of Cs and Ev are permitted to be calculated using a value Of SDS
equal to 1.0 but not less than 70% Of SDs 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;
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 11, as defined in
Section 1.5.1. Section 1613.7 is added to Chapter 16 of the 2019
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
ORDINANCE NO. 1596
PAGE 18 of 59
when constructing such buildings on or into slopes steeper than one unit
vertical in three units horizontal (33.3°/x). 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.
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.
ORDINANCE NO. 1596
PAGE 19 of 59
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.
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:
ORDINANCE NO. 1596
PAGE 20 of 59
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.
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.
ORDINANCE NO. 1596
PAGE 21 of 59
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.
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.
ORDINANCE NO. 1596
PAGE 22 of 59
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.
& 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.
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.
& 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.
ORDINANCE NO. 1596
PAGE 23 of 59
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.
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,
Z Gypsum wallboard, and
3. Tension -only braced frames.
ORDINANCE NO. 1596
PAGE 24 of 59
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:
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.
I All main footing and grade beam reinforcement steel shall be bent
into the intersecting footing and fully developed around each corner
and intersection.
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:
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:
ORDINANCE NO. 1596
PAGE 25 of 59
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:
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 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 2019 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.
ORDINANCE NO. 1596
PAGE 26 of 59
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 the 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.
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 Jay -in panels shall be secured to the suspension ceiling assembly with
two hold-down clips minimum for each the 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 2019 CBC is amended to read as follows:
ORDINANCE NO. 1596
PAGE 27 of 59
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.
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 2019 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.
ORDINANCE NO. 1596
PAGE 28 of 59
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.
Section 1705.3 of the 2019 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 rock, where 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.
ORDINANCE NO. 1596
PAGE 29 of 59
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 2019 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:
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, SDs, 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.
Section 1807.1.4 of the 2019 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
ORDINANCE NO. 1596
PAGE 30 of 59
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 2019 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 1807.2 of the 2019 CBC is amended to read as follows:
1807.2 Retaining walls. Retaining walls shall be designed in accordance
with Section 1807.2.1 through 1807.2.3. Retaining walls assigned to
Seismic Design Category D, E or F shall not be partially or wholly
constructed of wood.
Section 1807.3.1 of the 2019 CBC is amended to read as follows:
1807.3.1 Limitations. The design procedures outlined in this section are
subject to the following limitations:
1. The frictional resistance for structural walls and slabs on silts and clays shall
be limited to one-half of the normal force imposed on the soils by the weight
of the fooling or slab.
2. Posts embedded in earth shall not be used to provide lateral support for
structural or nonstructural materials such as plaster, masonry or concrete
unless bracing is provided that develops the limited deflection required.
Wood poles shall be treated in accordance with AWPA Ul for sawn timber
posts (Commodity Specification A, Use Category 413) and for round timber
posts (Commodity Specification B, Use Category 413). Wood poles and posts
embedded in direct contact with soil shall not be used for structures assigned
to Seismic Design Category D, E or F.
Exception: Wood poles and posts embedded in direct contact with soil
may be used to support nonhabitable, nonoccupiable structures such as
fences when approved by the building official.
Section 1809.3 of the 2019 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
ORDINANCE NO. 1596
PAGE 31 of 59
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.
RECOMIEND; a > G
a
-- MIN, 3-#4 REBAR (TOP & BOTTOM)
_.,.._. 1
13OT70NI PLATE T.)
",tlVtllx� Illq INJtl Biq�,dIG� ... "�__
����6i�1x"p,tl°=Cld�lltll�Iltl'�IG9�
�'Ii6G� �Itlltl�
STEPPED FOUNT ATIONS
FIGURE 1809.3 - STEPPED FOOTING
Section 1809.7 and Table 1809.7 of the 2019 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
FLOORS
SUPPORTED
THE FOOTING f
1
2
3
OF WIDTH
OF
BY FOOTING
(inches) Y
........................
12
15
18
THICKNESS OF
FOOTING (inches)
6
6
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.
ORDINANCE NO. 1596
PAGE 32 of 59
c. Not Adoqtgjj
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.
Section 1809.12 of the 2019 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 Ul (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 2019 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.
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, E or F.
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.
ORDINANCE NO. 1596
PAGE 33 of 59
(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.
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 2019 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, �oPn, 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, �Rn, 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.
ORDINANCE NO. 1596
PAGE 34 of 59
1905.1.11 ACI 318, Section 18.12.6.
Modify ACI 318, by adding Section 18.12.6.2 as follows:
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 2019 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 2019 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 2019 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 2019 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
ORDINANCE NO. 1596
PAGE 35 of 59
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.
Section 2306.2 of the 2019 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 2019 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:
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).
ORDINANCE NO. 1596
PAGE 36 of 59
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 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 4.313 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 2019 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. 1596
PAGE 37 of 59
Table 2308.6.1 of the 2019 CBC is amended to read as follows:
MAXIMUM DISTANCE
OF BRACED WALL
PANELS FROM EACH
END OF BRACED
WALL LINE
1-5.611
12'.. Chr,
I,Y, C,
L_ .......... .......
_
Foi M I 'inr'h 2:i A BIBBBB, I IoW = ?U 6 4 uun
NI' Nw ly rmitwd
Ba Thi", w hlu sp titin.::" BBBinifulBYta aqui"mients. faros bmee,l aa';M p ricl:; rrlmlo ilrtcri"r err,. N[enoa bun.•t;d wall lilw"
I, v,: L'e; rw:.".;OS,cr,3 rnr full desclipdovo of bmr illg IYa,.:[llods,
C 1'(.i l' %+/.1,ThOd OP, IZVP,SUM We".aRboAfd appli,,d to [raining, supped., thm uik` .paccd Fit 16 iBYi11t':+ till4 CIJIQY"
f1. 'I'll, I...]ulrird 1"il t&bw MmIl be dmildcd for L,y'pmuu I:trrard ;Ipr,lic"d to wAY nne tac.` OC a L,r,w,d wah p,ulul,
I'aCYCt:BI t:l I!r. „ll(tt a (c: pYY;:C 11B1c Ili,,, BYBYfB'lfkium aYt olillt iA Lc Y'IYG`igd lo,ITTlT:l :ti alC,llf ,, the huiWing {c`BB"di LOY will lc'YBt!dl YI 1IIC :rB Y'Itl G`t Li tc; lws;IT 3Y'YUg ulf0.Y l,hilpe. P
ljt,:l; S,1°11,IIN, rula1ONS 1e'suVl'Iru;qca'«menot oolutlimddo. `'O':vdrlwl:Ira,EwC'IBtrl,urlc�;UwuT
.... � Y4ld�mm.mm
c r'. 01''MIQ paq< ill' c A 1 r Th{ `^ t: i
wha°' n+lwq% q'r+w' ",l"'f" •tllrlwp%BlBlay, �Iw;118 Iw„;�rl In'sr~•t p"'di" 6,111, ,�o h+t�ll'a pls�' 11 �uaa�c;ullll"lalratlu pw"IatlY gl Yga';dlNlnwti�
"aPl�rh„c 1i91tic7,p,l w;a�pvltlltrrluY IIuBi1111Y'luw, ` BI c"+;c'crr1. q tl,all I�yllonitl-.IFnwtilllw6u,lld,urgll,rlyl�wal f.r q.sLwlnlr r aow Ir�,lry,}b Vlrtll.t Itaa N0101 LI 2, I36Y1i
d,�tti INwwlll I' oT lB4C+y,4fp Irlti'ollio, llildq Illiw:R l IT tiull,,Iruluulpn oli, 16 NIw4`I'il4 oli C'ouel h gll1C,:T1111ad Ti id HT1 lljslr'lwd'liclu pvocC Ilmll 11", I"1'c' llli,{ud wi'lbin Ba qBo uti1, 6'YlH 1YPl(`
t1,, ?h,:':�” Ml la';iatl,Yrlw+: °1tIIlI Nut' sa wwllnl,IplVlnlpl all" q,w''d,"^". 6, wu;au�t's,!„Mµ iE.,a_ ” l ' (, d'r,blll l'r;Ylrw:I a',,1'uc, cuwl�wl ca'l:tc'cwq rl�Iwi_IrrBlr'cr;ll,ual +', ulna^Ior, +'wn i:culpw a :Irae%
Mllw 2! Idwla;lr'Ywct:lwipw;'r';wluwuolur xplt°IIgBIrC7
ORDINANCE NO. 1596
PAGE 38 of 59
TABLE 2308.6.1e
WALL BRACING REQUIREMENTS
_._ .........---
._.......
BRACED PANEL LOCATION,
MAXIMUM
SEISMIC STORY
SPACING (O.C.) AND MINIMUM PERCENTAGE
(X)
SPACING OF
DESIGN CONDITION (SEE BRACED
CATEGORY SECTION 2308 2) WALL LINES
,w,,,,,,,_,_m
Bracing method°
LIB DWB. WSP
SFB. PBS. PCP. HPS. GB` "
I ..
�S`(1`r
1..r
Each el)(1 ,mdci
t)r`
end mill
ff
t'.. 0"
I`.'P L°aaclt enc! alacl ''c,'.. iY' tia
Ct ar,t.,
.1'•,`.. �,r
NP Ei h o id and ®"i' r.Y' o,c
Q, "
................. ...............................
F ua°ll L:B3(l B1I1(}:d' 2.'5' W ox
,.
NP imiltBBiitl111 Ill w;111
(1117IBi Blllmi 2:)t,, Cil wall
h fig1l0I
lol;'Itlp"
S,,: •. ().70: 1',,.clt+.`t1cl ;111(1 t
,h". <().:r0: Fad
}'r.f ry L
!o'0`0,C C 18718 [B17titl.[7Y7 •}:?''ie
ul ,1:111 linoiltl)"
w;ll11Cn,1,thl,
0,5 ..; ,he '; 1). /`5: L,.rc11 ra1+:1
0-5 <: S` ', < 075: 1",;ach end
711(1<25' G"oe (77mi
;Yll(}".:.'..`Y` lY`t1 L'. (fBBl7iit BiB.I'f 71
Crl t'+'I11) lC9Br,lll ),
`,74Y!; ¢YY th',tll lk;i h,llil"
1 7 8ild 11 ]'
N '...............
W...`..
G.%,t.::,�5�,.•< 1,0fib: f✓'adlCI[C)
0, 7'Y„�,.hr,. <; 1.DC7, R.ta'l1ti.'.Btti
;u C(1 ;. 2.. , 0, oC, I luill6
:b77C1;, }'�' Ii” o c (pI mil71tu11
IIItun _i'/(ri• t,f 1e11pdo
7,51, of wall 1c.`I.1pull)
,h`,,,, ^✓ 1 00: Fick t lid and
,0.w'12,. .00: i'xli w::61(1 i71d
25'- iY"t7,i."., (Ykf1611Bnk&I71-18%
'):f`- (lr U,4:, tYpiilBY7l§k Ilw
of kvd 111 lb:rlgjjlo'
100"", of v,' 111 lrtB„r,th!'
MAXIMUM DISTANCE
OF BRACED WALL
PANELS FROM EACH
END OF BRACED
WALL LINE
1-5.611
12'.. Chr,
I,Y, C,
L_ .......... .......
_
Foi M I 'inr'h 2:i A BIBBBB, I IoW = ?U 6 4 uun
NI' Nw ly rmitwd
Ba Thi", w hlu sp titin.::" BBBinifulBYta aqui"mients. faros bmee,l aa';M p ricl:; rrlmlo ilrtcri"r err,. N[enoa bun.•t;d wall lilw"
I, v,: L'e; rw:.".;OS,cr,3 rnr full desclipdovo of bmr illg IYa,.:[llods,
C 1'(.i l' %+/.1,ThOd OP, IZVP,SUM We".aRboAfd appli,,d to [raining, supped., thm uik` .paccd Fit 16 iBYi11t':+ till4 CIJIQY"
f1. 'I'll, I...]ulrird 1"il t&bw MmIl be dmildcd for L,y'pmuu I:trrard ;Ipr,lic"d to wAY nne tac.` OC a L,r,w,d wah p,ulul,
I'aCYCt:BI t:l I!r. „ll(tt a (c: pYY;:C 11B1c Ili,,, BYBYfB'lfkium aYt olillt iA Lc Y'IYG`igd lo,ITTlT:l :ti alC,llf ,, the huiWing {c`BB"di LOY will lc'YBt!dl YI 1IIC :rB Y'Itl G`t Li tc; lws;IT 3Y'YUg ulf0.Y l,hilpe. P
ljt,:l; S,1°11,IIN, rula1ONS 1e'suVl'Iru;qca'«menot oolutlimddo. `'O':vdrlwl:Ira,EwC'IBtrl,urlc�;UwuT
.... � Y4ld�mm.mm
c r'. 01''MIQ paq< ill' c A 1 r Th{ `^ t: i
wha°' n+lwq% q'r+w' ",l"'f" •tllrlwp%BlBlay, �Iw;118 Iw„;�rl In'sr~•t p"'di" 6,111, ,�o h+t�ll'a pls�' 11 �uaa�c;ullll"lalratlu pw"IatlY gl Yga';dlNlnwti�
"aPl�rh„c 1i91tic7,p,l w;a�pvltlltrrluY IIuBi1111Y'luw, ` BI c"+;c'crr1. q tl,all I�yllonitl-.IFnwtilllw6u,lld,urgll,rlyl�wal f.r q.sLwlnlr r aow Ir�,lry,}b Vlrtll.t Itaa N0101 LI 2, I36Y1i
d,�tti INwwlll I' oT lB4C+y,4fp Irlti'ollio, llildq Illiw:R l IT tiull,,Iruluulpn oli, 16 NIw4`I'il4 oli C'ouel h gll1C,:T1111ad Ti id HT1 lljslr'lwd'liclu pvocC Ilmll 11", I"1'c' llli,{ud wi'lbin Ba qBo uti1, 6'YlH 1YPl(`
t1,, ?h,:':�” Ml la';iatl,Yrlw+: °1tIIlI Nut' sa wwllnl,IplVlnlpl all" q,w''d,"^". 6, wu;au�t's,!„Mµ iE.,a_ ” l ' (, d'r,blll l'r;Ylrw:I a',,1'uc, cuwl�wl ca'l:tc'cwq rl�Iwi_IrrBlr'cr;ll,ual +', ulna^Ior, +'wn i:culpw a :Irae%
Mllw 2! Idwla;lr'Ywct:lwipw;'r';wluwuolur xplt°IIgBIrC7
ORDINANCE NO. 1596
PAGE 38 of 59
Section 2308.6.5, Figure 2308.6.5.1, and Figure 2308.6.5.2 of the 2019 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 HPS. For
Method GB, each 96 -inch (2438 mm) section (applied to one face) or 48 -
inch (1219 mm) section (applied to both faces) or portion thereof required
by Table 2308.6.1 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. 1596
PAGE 39 of 59
2`-3" MIN PANEL —I C(R PAf, WL $PL CE OF NEEDED) ADJOINING PANEL
o EDGE,,' SHALL LI LE P OVER AND BE FAS1 ENED -I0
LENGTH COMMON FRAMING
� 1
MIN "h' THICK WOOD
'STRUCTURAL PANEL gid'" Pd A v°;rd COMON 4AkS I NAILS AI 6' O C
31 Vu I'
AT PANEL EDGES F5N'9_1 NGLECRY AND AT 4" O C
SHEA THING ON ONE FA(A-
AT PANEL EDGES FOR THE FIRST OF 2 STORIES
> MIN 2x4 FRAMING MIN Dd.I1 ;V k
STUDS REQUIRED
® STUDS UNDER HEADER ASANC,H'C)R BOLTS PER SECTION 230"0 6 5 1
c9 ,�
REQUIRED
HOLD-DOWN PER S'li ON k MINIMUM REINFORCING OF FOUNDATION; ONE #4
AR
-
2308651 .II P AND BOTTOM OF FOOTING REINFORCING SHALL BE LAPPED 45 24 INCHES MIN
------
For SL I inch = 25.4 mm, 1 foot = 304.3 mm
Ak. 'f"m4uwYGGu g5,_gW aAtrH\daisOYsd,¢%rw'~ I�TMYrC'";BTea�°nua''1;r00aT:.sdlOa;Y[4ya�e140durrrrrat:ra^BwtiiOBYk::10rs9u0radurlrrYAaonnrl0t«"B;YBa°s Y11?1'0'ntbrOM+Gr^�ma;ktigRtOtartr;a' artl¢" cr
FIGURE 2308.6.5.1
ALTERNATE BRACED WALL PANEL (ABW)
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. 1596
PAGE 40 of 59
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).
I- OF HEADER
F9
E MFF.
FORTAI_f (TWO F F�iC=FFJ tN(
_F� f OF HEADER
F/ TEN
WALL PANEL)
SINGLE POR nCvflF ONdF_U3RF4f�F PANIFI I
NIIII U 101Y)) V Ili' 11 111 U"sU"o'�Ng4 !
----
��1bll ''Irc':II 4 YI I
i M11�1 3`x91 } 5" NE 1 HEADER
TYPICAL PORTAL FRAME
CONISTRUCFIONI —
0CYC} 1b STRAP OPPOSITE SHEATHING
G tl
d
FASTENS TOP PLATE fO HEADER WI fH TWO
1'.
FOR PANEL SPLICE (IF � B
111 l ROWS OF 16d SINKER NAILS Air 3' o C r(P.
NEEDED) 1'1"at Ul I'.Y9.3GI 13
y, C:�JPJINASMON
FAS 'N'I":L SHEATHING 10 WI F11ID
Wil PIN41I MIY,
00 ' IL IN 3"
_-P
OR Ot�l_V/'U�17ED FC,�X NAILS IN 5" C�PIC1 PAECEW'h�9 A.�
2OCCUR
2�Y IIfJ OF PCJFd fFll_ tiF_ICHT
OVVN1 AND Y O C IH ALI_ FRAMIN➢C fUDS,
ROW fYlPllt;{�IIpFfl k
V
KING ANDSILLS)
IFOR
WID RY RF
...........°..M1JCW
!E
; F
D FI USE IN f� IRST OF TWOS Rf F"`e
Al PANELtl
A LETI_DGEINC
STRUCTURES
OCK
f
F 1x4 DOUBLE
P'
IS USED [HE 2x4S MUST Q
BE NAILED FoCETHEIR ,
4
—MIN `2'x4 FRAMING
WITH (3; 16d SINKERS ...... {Y
d MIND 1-HICKNdLSS WOOD
s fIRUC1 URAL PA1VF_I_ ti IE,=,T-III�IC ,p.''
NUN! DOUBLE_ 2x4 POST
INIIN1 3500 LI3 TIE DOWN DEVICE (EMBEDDED INTO
C;ONCRETEAND AVAILED INTO FRAMING IN �-
_._MICd. 10i}0 LF fIF_-DC N Nd
ACCORDANCE WITH MANUFACTURER S
DEVICE
Ham!
SEE SECTION 230B6.5.'.."
"
For SI: 1 inch = 25 4 mm, 1 foot = 304,8 mm. 1 pound = 4.448 N,
11.FfiXN'so lipk71'tlflt'G.4G'SYV.1'0ti."#9N.`,ti"'1'4'i)0o'1 0.fl11"CItlPIvil'',)BY1&III'C.6P'A"54thB5':kd9(YI rnif111ftIlon
ffiJelult^M011,917784p)obl'u0 vo19CA'm 611'P'"11Ww1%ilelithin
FIGURE 2308.6.5.2
PORTAL FRAME WITH HOLD-DOWNS (PFH)
ORDINANCE NO. 1596
PAGE 41 of 59
Section 2308.6.8.1 of Chapter 23 of the 2019 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 2019 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 3114 is added to and Section 202, Section 3101.1 and Chapter 35 of the
2019 CBC is amended as follows:
SECTION 202
DEFINITIONS
INTERMODAL SHIPPING CONTAINER. A six -sided steel unit originally constructed as a
general cargo container used for the transport of goods and materials.
SECTION 3101
GENERAL
3101.1 Scope. The provisions of this chapter shall govern special building construction
including membrane structures, temporary structures, pedestrian walkways and tunnels,
automatic vehicular gates, awnings and canopies, marquees, signs, towers, antennas,
ORDINANCE NO. 1596
PAGE 42 of 59
relocatable buildings, swimming pool enclosures and safety devices, solar energy systems,
and intermodal shipping containers.
SECTION 3114
INTERMODAL SHIPPING CONTAINERS
3114.1 General. The provisions of Section 3114 and other applicable sections of this code
shall apply to intermodal shipping containers that are repurposed for use as buildings or
structures or as a part of buildings or structures.
Exceptions:
1. Stationary storage battery arrays located in intermodal shipping containers complying
with Chapter 12 of the California Fire Code.
2. Intermodal shipping containers that are listed as equipment complying with the
standard for equipment, such as air chillers, engine generators, modular datacenters,
and other similar equipment.
Intermodal shipping containers housing or supporting experimental equipment are
exempt from the requirements of Section 3114 provided they comply with all of the
following:
3.1. Single -unit stand-alone intermodal shipping containers shall be supported at grade
level and used only for occupancies as specified under Risk Category I in Table
1604.5;
3.2. Single -unit stand-alone intermodal shipping containers shall be located a minimum
of 8 feet from adjacent structures and are not connected to a fuel gas system or
fuel gas utility; and
3.3. In hurricane -prone regions and flood hazard areas, single -unit stand-alone
intermodal shipping containers are designed in accordance with the applicable
provisions of Chapter 16.
4. Intermodal shipping containers approved as temporary structures complying with
Section 3103.
5. Single -unit stand-alone intermodal shipping containers used as temporary storage or
construction trailer on active construction sites. Construction support facilities for uses
and activities not directly associated with the actual processes of construction,
including but not limited to, offices, meeting rooms, plan rooms, other administrative or
support functions shall not be exempt from Section 3114.
3114.2 Construction documents. The construction documents shall contain information
to verify the dimensions and establish the physical properties of the steel components, and
wood floor components, of the intermodal shipping container in addition to the information
required by Sections 107 and 1603.
3114.3 Intermodal shipping container information. Intermodal shipping containers shall
bear the manufacturer's existing data plate containing the following information as required
by ISO 6346 and verified by an approved agency. A report of the verification process and
findings shall be provided to the building owner.
1. Manufacturer's name or identification number
2. Date manufactured
ORDINANCE NO. 1596
PAGE 43 of 59
3. Safety approval number
4. Identification number
5. Maximum operating gross mass or weight (kg) (Ibs)
6. Allowable stacking load for 1.8G (kg) (Ibs)
7. Transverse racking test force (Newtons)
8. Valid maintenance examination date
Where approved by the building official, the markings and manufacturer's existing data
plate are permitted to be removed from the intermodal shipping containers before they are
repurposed for use as buildings or structures or as part of buildings or structures.
3114.4 Protection against decay and termites. Wood structural floors of intermodal
shipping containers shall be protected from decay and termites in accordance with the
applicable provisions of Section 2304.12.1.1.
3114.5 Under -floor ventilation. The space between the bottom of the floor joists and the
earth under any intermodal shipping container, except spaces occupied by basements and
cellars, shall be provided with ventilation in accordance with Section 1202.4.
3114.6 Roof assemblies. Intermodal shipping container roof assemblies shall comply with
the applicable requirements of Chapter 15.
Exception: Single -unit stand-alone intermodal shipping containers not attached to, or
stacked vertically over, other intermodal shipping containers, buildings or structures.
3114.7 Joints and voids. Joints and voids that create concealed spaces between
intermodal shipping containers, that are connected or stacked, at fire -resistance -rated
walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be
protected by an approved fire-resistant joint system in accordance with Section 715.
3114.8 Structural. Intermodal shipping containers that conform to ISO 1496-1 and are
repurposed for use as buildings or structures, or as a part of buildings or structures, shall
be designed in accordance with Chapter 16 and this section.
3114.8.1 Foundations. Intermodal shipping containers repurposed for use as a permanent
building or structure shall be supported on foundations or other supporting structures
designed and constructed in accordance with Chapters 16 through 23.
3114.8.1.1 Anchorage. Intermodal shipping containers shall be anchored to
foundations or other supporting structures as necessary to provide a continuous load
path for all applicable design and environmental loads in accordance with Chapter 16.
3114.8.2 Welds. All new welds and connections shall be equal to or greater than the
original connections.
3114.8.3 Openings in containers. Where openings are made in container walls, floors,
and roofs for doors, windows and other similar openings:
1. The openings shall be framed with steel elements that are designed in accordance with
Chapter 16 and Chapter 22.
2. The cross section and material grade of any new steel element shall be equal to or
greater than the steel element removed.
ORDINANCE NO. 1596
PAGE 44 of 59
3114.8.4 Detailed structural design procedure. A structural analysis meeting the
requirements of this section shall be provided to the building official to demonstrate the
structural adequacy of the intermodal shipping containers.
Exception: Intermodal shipping containers that meet the limitation of Section
3114.8.5.1 and designed in accordance with the simplified procedure in Section
3114.8.5.
3114.8.4.1 Material properties. Structural material properties for existing intermodal
shipping container steel components shall be established by material testing where the
steel grade and composition cannot be identified by the manufacturer's designation as
to manufacture and mill test.
3114.8.4.2 Seismic design parameters. The seismic force -resisting system shall be
designed and detailed in accordance with one of the following:
1. Where all or portions of the intermodal shipping container sides are considered to
be the seismic force -resisting system, design and detailing shall be in accordance
with the ASCE 7 Table 12.2-1 requirements for light -frame bearing -wall systems
with shear panels of all other materials,
2. Where portions of intermodal shipping container sides are retained, but are not
considered to be the seismic force -resisting system, an independent seismic force -
resisting system shall be selected, designed and detailed in accordance with
ASCE 7 Table 12.2-1, or
3. Where portions of the intermodal shipping container sides are retained and
integrated into a seismic force -resisting system other than as permitted by Section
3114.8.4.2 Item 1, seismic design parameters shall be developed from testing and
analysis in accordance with Section 104.11 and ASCE 7 Section 12.2.1.1 or
12.2.1.2.
3114.8.4.3 Allowable shear value. The allowable shear values for the intermodal
shipping container side walls and end walls shall be demonstrated by testing and
analysis accordance with Section 104.11. Where penetrations are made in the side
walls or end walls designated as part of the lateral force -resisting system, the
penetrations shall be substantiated by rational analysis.
3114.8.5 Simplified structural design procedure of single -unit containers. Single -unit
intermodal shipping containers conforming to the limitations of Section 3114.8.5.1 shall be
permitted to be designed in accordance with Sections 3114.8.5.2 and 3114.8.5.3.
3114.8.5.1 Limitations. Use of Section 3114.8.5 is subject to all the following
limitations:
1. The intermodal shipping container shall be a single stand-alone unit supported
on a foundation and shall not be in contact with or supporting any other
shipping container or other structure.
2. The intermodal shipping container's top and bottom rails, corner castings, and
columns or any portion thereof shall not be notched, cut, or removed in any
manner.
3. The intermodal shipping container shall be erected in a level and horizontal
position with the floor located at the bottom.
3114.8.5.2 Structural design. Where permitted by Section 3114.8.5.1, single -unit
stand-alone intermodal shipping containers shall be designed using the following
assumptions for the side walls and end walls:
ORDINANCE NO. 1596
PAGE 45 of 59
1. The appropriate detailing requirements contained in Chapters 16 through 23.
2. Response modification coefficient, R = 2,
3. Over strength factor, 0, = 2.5,
4. Deflection amplification factor, Cd = 2, and
5. Limits on structural height, h„ = 9.5 feet (2900 mm)
3114.8.5.3 Allowable shear value. The allowable shear values for the intermodal
shipping container side walls (longitudinal) and end walls (transverse) for wind design
and seismic design using the coefficients of Section 3114.8.5.2 shall be in accordance
with Table 3114.8.5.3, provided that all of the following conditions are met:
1. The total linear length of all openings in any individual side walls or end walls shall
be limited to not more than 50 percent of the length of that side walls or end walls,
as shown in Figure 3114.8.5.3(1).
2. Any full height wall length, or portion thereof, less than 4 feet (305 mm) long shall
not be considered as a portion of the lateral force -resisting system, as shown in
Figure 3114.8.5.3(2).
3. All side walls or end walls used as part of the lateral force -resisting system shall
have an existing or new boundary element on all sides to form a continuous load
path, or paths, with adequate strength and stiffness to transfer all forces from the
point of application to the final point of resistance, as shown in Figure
3114.8.5.3(3).
4. A maximum of one penetration not greater than a 6 -inch (152 mm) diameter hole
for conduits, pipes, tubes or vents, or not greater than16 square inches (10
322mm2) for electrical boxes, is permitted for each individual 8 feet length (2438
mm) lateral force resisting wall. Penetrations located in walls that are not part of
the wall lateral force resisting system shall not be limited in size or quantity.
Existing intermodal shipping container's vents shall not be considered a
penetration, as shown in Figure 3114.8.5.3(4).
5. End wall door or doors designated as part of the lateral force -resisting system shall
be welded closed.
TABLE 3114.8.5.3
ALLOWABLE SHEAR VALUES FOR INTERMODAL SHIPPING CONTAINER
SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING
CONTAINER
DESIGNATION 2
1
11 EEE
1EE
1AAA
1AA
I1A
1AX
1BBB
11 BB
CONTAINER
DIMENSION
(Nominal Length)
45 feet (13.7 M)
40 feet (12.2 M)
30 feet (9.1 M)
F
ONTAINER
DIMENSION
(Nominal Height)
ALLOWABLE SHEAR VALUES
(PLF) 1.3
Side Wall End Wall
9.5 feet (2896 mm') 75
)8,6 feet (2591 mm)
,5 feet (2896 mm)
.5 feet (2592 mm) 84
,0 feet (2438 mm)
1<8.0 feet (2483 mm)
,5 feet (,2896 mm)
18.5 feet (2591 mm) X112
843
ORDINANCE NO. 1596
PAGE 46 of 59
'1'BX8.0 feet (2438 mm)
113X <8.0 feet (24' 8 mm)
1CC 5 feet (2591 mm)
1C 2'0 feet (9.1 M) .0 feet (2438 mm) 168
1CX '8.0 feet (2438 mm—)l
1. fhe aUlowabfe strength for tine side walls and end walls of the intermodal shipping contadners are derived from ISO
1496-1 and reduced by a factor of safety of 5.
2 Container designation type is derived from ISO 668.
3. Limitations of Sections 3114.8.5.1 and 3114.8.5.3 shall apply,
existind��IntwVr........wrrii
�9 , u
top rraillfng cornei a;asbng
P'.)porll rig
exiisMig e.urn,r
C01111.uBlIfl
)&JI fill 11, JrtPi"Ir
fmtV �rrtva.i��=f: �+� � i,c,l9r:orri ir�rlgro";„
FIGURE 3114.8.5.3(1)
Bracing Unit Distribution — Maximum Linear Length
L. Ilei th of w; -.01l
ORDINANCE NO. 1596
PAGE 47 of 59
rion pp
. . ......... .
OMW igi ilok" 117
lcp Fainig cwting
opening
existing rcqne"
colunin
X, ""9
lift. pockcA botiol I I I ailing
L
L loncgn7, of wall
FIGURE 3114.8.5.3(2)
Bracing Unit Distribution — Minimum Linear Length
bowndaiy elkmient:�
exr5b I Ig �
tole rnflin,g
"msting fogk
lift. IDocket
FIGURE 3114.8.5.3(3)
Bracing Unit Distribution — Boundary Elements
ojp�'Vfing
I -t
oxvAng hole m
Corner cal.Ang
exisfing corne"
a�xi�,too lip
bottorn raOhng
ORDINANCE NO. 1596
PAGE 48 of 59
:\ existing Vent
nox P:+ in 6Lmi pe.neLt iition
FXB3ting tp....... .......
p i7{( Pf I
«trer�fWtcB
r,'; r;,nLWI"I'Wf I
exi"Nirt Cork eY",""(1
lift 1 0dket I,mttom railing
U_ = lengtli of ural!
FIGURE 3114.8.5.3(4)
Bracing Unit Distribution — Penetrating Limitations
CHAPTER 35
REFERENCED STANDARDS
ISO international Organization for Standardization
ISO Central Secretar'iet
1 ch, de la Voie-Creuse, Casa Postale 566
CFI -1211 Geneva 20, Switzerland
Standard Reference Title Referenced in code
Number number
ISO 1496-1:2013 Series. 1 Freight Containers — Specification and Testing — Part 1:3114.8, Table 3114.8.5.3
General Cargo Containers for General Purposes
IISO 6346:1995, wn+ithFreight Containers — Coding, Identification and marking 3114.3
mendrnent 12012
I''SO 668:2013Series 1 Freight Containers — Classifications, dimensions and Table 3114.8.5.3
atdngs.
Section J101.3 is added to the 2019 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 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
ORDINANCE NO. 1596
PAGE 49 of 59
section)
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 2019 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.
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
ORDINANCE NO. 1596
PAGE 50 of 59
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 J101.5 is added to the 2019 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 2019 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.
Section J101.7 is added to the 2019 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
ORDINANCE NO. 1596
PAGE 51 of 59
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 2019 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 2019 CBC to read as follows°
J101.9 Rules and regulations.
J101.9.1 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 EI 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.
Section J103.2 is amended to the 2019 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.
ORDINANCE NO. 1596
PAGE 52 of 59
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).
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 J103.3 is added to the 2019 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
ORDINANCE NO. 1596
PAGE 53 of 59
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 J 103.4 is added to the 2019 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 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
ORDINANCE NO. 1596
PAGE 54 of 59
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 2019 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 J104.2.2 is added to the 2019 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 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 EI Segundo Municipal
Code.
6. Location of existing and proposed utilities, drainage facilities, and
recorded public and private easements and use restricted use areas.
ORDINANCE NO. 1596
PAGE 55 of 59
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 2019 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.
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.
ORDINANCE NO. 1596
PAGE 56 of 59
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 J 109.5 is added to the 2019 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 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 2019 CBC to read as follows:
SECTION J113
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)
COMPLIANCE
J113.1 General.
ORDINANCE NO. 1596
PAGE 57 of 59
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 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
ORDINANCE NO. 1596
PAGE 58 of 59
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 6: 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 EI 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.
SECTION 9: Effective Date. This Ordinance will become effective on January 1, 2020
following its passage and adoption.
SECTION 10: Filing with Building Standards Commission. The City must file a certified copy
of this Ordinance with the California Building Standards Commission,
PASSED AND ADOPTED this 19th day of November, 2019.
Drew Boyles ayor _
ATTEST:
TracftVW�e—ave ity Clerk
APPROVED TO FORM:
-U)J4K", ;:wz�
J Mark D. Hensley,'r Attorney
ORDINANCE NO. 1596
PAGE 59 of 59
CERTIFICATION
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES ) SS
CITY OF EL SEGUNDO )
I, Tracy Weaver, City Clerk of the City of EI 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. 1596 was duly introduced by said City Council at a regular meeting held
on the 5th day of November, 2019, 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 19th day of November, 2019, and the same
was so passed and adopted by the following vote:
AYES: Mayor Boyles, Mayor Pro Tem Pirsztuk, Council Member Brann, Council
Member Pimentel, and Council Member Nicol
NOES: None
ABSENT: None
ABSTAIN: None
WITNESS MY HAND THE OFFICIAL SEAL OF SAID CITY this day of December,
2019.
racy Weaver, City Clerk
of the City of EI Segundo,
California