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REVISION RECORD FOR THE
STATE OF CALIFORNIA

ERRATA

September 1,2017

2016 Title 24, Part 2.5, California Residential Code

General Information:

1. The date of these errata is for identification purposes only. See the History Note Appendix at the end of the code.

2. These errata are issued by the California Building Standards Commission in order to correct nonsubstantive printing errors or
omissions in California Code of Regulations, Title 24, Part 2.5, of the 2016 California Residential Code. Instructions are pro¬
vided below.

3. Health and Safety Code Section 18938.5 establishes that only building standards in effect at the time of the application for a
building permit may be applied to the project plans and construction. This rule applies to both adoptions of building standards for
Title 24 by the California Building Standards Commission and local adoptions and ordinances imposing building standards. An
erratum to Title 24 is a nonregulatory correction because of a printing error or omission that does not differ substantively from
the official adoption by the California Building Standards Commission. Accordingly, the corrected code text provided by this
erratum may be applied on and after the stated effective date.

4. You may wish to retain the superseded material with this revision record so that the prior wording of any section can be easily
ascertained.

Remove Existing Pages Insert Buff Colored Pages

29 and 30
61 and 62
67 and 68
73 and 74
77 and 78
81 and 82
109 through 112
149 and 150
203 and 204
229 and 230
235 and 236
397 and 398
413 and 414
425 and 426
447 and 448
459 through 464
469 and 470
483 and 484
517 and 518
665 through 668

Item No. 5525S162

Part H—Definitions

CHAPTER 2

DEFINITIONS

Code change proposals to definitions in this chapter preceded by a bracketed letter are considered
by the IRC-Building Code Development Committee [RB] or the IECC-Residential Code Development Committee [RE]
during the Group B (2016) Code Development cycle. See page xfor explanation.

SECTION R201
GENERAL

R201.1 Scope. Unless otherwise expressly stated, the follow¬
ing words and terms shall, for the purposes of this code, have
the meanings indicated in this chapter.

R201.2 Interchangeability. Words used in the present tense
include the future; words in the masculine gender include the
feminine and neuter; the singular number includes the plural
and the plural, the singular.

R201.3 Terms defined in other codes. Where terms are not
defined in this code such terms shall have meanings ascribed
to them as in the California Building Standards Code, Title
24, California Code of Regulations.

R201.4 Terms not defined. Where terms are not defined
through the methods authorized by this section, such terms
shall have ordinarily accepted meanings such as the context
implies.

For applications listed in Section 1.11 regulated by the
Office of the State Fire Marshal, where terms are not defined
through the methods authorized by this section, such terms
shall have ordinarily accepted meanings such as the context
implies. Webster's Third New International Dictionary of the
English Language, Unabridged, shall be considered as pro¬
viding ordinarily accepted meanings.

SECTION R202
DEFINITIONS

[RB] ACCESSORY STRUCTURE. A structure that is
accessory to and incidental to that of the dwelling(s) and that
is located on the same lot.

[RB] ADDITION. An extension or increase in floor area or
height of a building or structure.

[RB] ADHERED STONE OR MASONRY VENEER.

Stone or masonry veneer secured and supported through the
adhesion of an approved bonding material applied to an
approved backing.

AGED HOME OR INSTITUTION . A facility used for the
housing of persons 65 years of age or older in need of care
and supervision. (See definition of u care and supervision. ”)

[RB] AIR-IMPERMEABLE INSULATION. An insulation
having an air permanence equal to or less than 0.02 L/s-m 2 at

75 Pa pressure differential as tested in accordance with
ASTM E2178 or E283.

[RB] ALTERATION. Any construction or renovation to an
existing structure other than repair or addition.

[RB] ALTERNATING TREAD DEVICE. A device that
has a series of steps between 50 and 70 degrees (0.87 and
1.22 rad) from horizontal, usually attached to a center support
rail in an alternating manner so that the user does not have
both feet on the same level at the same time.

[RB] ANCHORED STONE OR MASONRY VENEER.

Stone or masonry veneer secured with approved mechanical
fasteners to an approved backing.

ANCHORS. See “Supports.”

[RB] APPROVED. Acceptable to the building official.

APPROVED . (HCD I) Meeting the approval of the enforc¬
ing agency, except as otherwise provided by law, when used
in connection with any system, material, type of construction,
fixture or appliance as the result of investigations and tests
conducted by the agency, or by reason of accepted principles
or tests by national authorities or technical, health, or scien¬
tific organizations or agencies.

Notes:

1. See Health and Safety Code Section 17920 for
“Approved” as applied to residential construction
and buildings or structures accessory thereto, as
referenced in Section 1.8.2.1.1.

2. See Health and Safety Code Section 17921.1 for
“Approved” as applied to the use of hotplates in
residential construction referenced in Section
1 . 8 . 2 . 1 . 1 .

3. See Health and Safety Code Section 19966 for
“Approved” as applied to factory-built housing as
referenced in Section 1.8.3.2.5.

4. See Health and Safety Code Section 18201 for
“Approved” as applied to mobilehome parks as ref¬
erenced in Section 1.8.3.2.2.

5. See Health and Safety Code Section 18862.1 for
“Approved” as applied to special occupancy parks
as referenced in Section 1.83.2.3.

[RB] APPROVED AGENCY. An established and recog¬
nized agency regularly engaged in conducting tests or fur¬
nishing inspection services, where such agency has been

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DEFINITIONS

approved by the building official. (HCD 1) Approved
agency” shall mean “Listing agency” and “Testing agency. ”

APPROVED LISTING AGENCY . Any agency approved by
the enforcing agency, unless otherwise provided by statute ,
which is in the business of listing and labeling and which makes
available at least an annual published report of such listings in
which specific information is included that the product has
been tested to recognized standards and found to comply.

APPROVED TESTING AGENCY. Any agency which is
determined by the enforcing agency, except as otherwise pro¬
vided by statute, to have adequate personnel and expertise to
carry out the testing of systems, materials, and construction
fixtures or appliances.

[RB] ASPECT RATIO. The ratio of longest to shortest per¬
pendicular dimensions, or for wall sections, the ratio of
height to length.

[RB] ATTIC. The unfinished space between the ceiling
assembly and the roof assembly.

[RB] ATTIC, HABITABLE. A finished or unfinished area,
not considered a story, complying with all of the following
requirements:

1. The occupiable floor area is not less than 70 square feet
(6.5 m 2 ), in accordance with Section R304.

2. The occupiable floor area has a ceiling height in accor¬
dance with Section R305.

3. The occupiable space is enclosed by the roof assembly
above, knee walls (if applicable) on the sides and the
floor-ceiling assembly below.

[RB] BASEMENT. A story that is not a story above grade
plane, (see “Story above grade plane”).

[RB] BASEMENT WALL. The opaque portion of a wall
that encloses one side of a basement and has an average
below grade wall area that is 50 percent or more of the total
opaque and nonopaque area of that enclosing side.

[RB] BASIC WIND SPEED. Three-second gust speed at 33
feet (10 058 mm) above the ground in Exposure C (see Sec¬
tion R30I.2.1) as given in Figure R301.2(4)A.

BEDRIDDEN PERSON. A person, requiring assistance in
turning and repositioning in bed, or being unable to inde¬
pendently transfer to and from bed, except in facilities with
appropriate and sufficient care staff, mechanical devices if
necessary, and safety precautions as determined in Title 22
regulations, by the Director of Social Services or his or her
designated representative. Persons who are unable to inde¬
pendently transfer to and from bed, but who do not need
assistance to turn or reposition in bed, shall be considered
nonambulatory.

The Director of Social Services or his or her designated
representative shall make the determination of the bedridden
status of persons with developmental disabilities, in consulta¬
tion with the Director of Developmental Services or his or
her designated representative.

The Director of Social Services or his or her designated
representative shall make the determination of the bedridden

status of all other persons with disabilities who are not devel-
opmentally disabled.

[RB] BOND BEAM. A horizontal grouted element within
masonry in which reinforcement is embedded.

[RB] BRACED WALL LINE. A straight line through the
building plan that represents the location of the lateral resis¬
tance provided by the wall bracing.

[RB] BRACED WALL LINE, CONTINUOUSLY
SHEATHED. A braced wall line with structural sheathing
applied to all sheathable surfaces including the areas above
and below openings.

[RB] BRACED WALL PANEL. A full-height section of
wall constructed to resist in-plane shear loads through inter¬
action of framing members, sheathing material and anchors.
The panel’s length meets the requirements of its particular
bracing method, and contributes toward the total amount of
bracing required along its braced wall line in accordance with
Section R602.10.1.

[RB] BUILDING. Building shall mean any one- and two-
family dwelling or portion thereof, including townhouses,
that is used, or designed or intended to be used for human
habitation, for living, sleeping, cooking or eating purposes, or
any combination thereof, and shall include accessory struc¬
tures thereto.

Exceptions: For applications listed in Section 1.8.2 regu¬
lated by the Department of Housing and Community
Development, “Building” shall not include the following:

1. Any mobilehome as defined in Health and Safety
Code Section 18008.

2. Any manufactured home as defined in Health and
Safety Code Section 18007.

3. Any commercial modular as defined in Health and
Safety Code Section 18001.8 or any special purpose
commercial modular as defined in Section 18012.5:

4. Any recreational vehicle as defined in Health and
Safety Code Section 18010.

5. Any multifamily manufactured home as defined in
Health and Safety Code Section 18008.7.

For additional information, see Health and Safety
Code Section 18908.

Note: Building shall have the same meaning as defined in
Health and Safety Code Sections 17920 and 18908 for the
applications specified in Section 1.11.

[RB] BUILDING, EXISTING. Existing building is a build¬
ing erected prior to the adoption of this code, or one for which
a legal building permit has been issued.

[RB] BUILDING-INTEGRATED PHOTOVOLTAIC
PRODUCT. A building product that incorporates photovol¬
taic modules and functions as a component of the building
envelope.

[RB] BUILDING LINE. The line established by law,
beyond which a building shall not extend, except as specifi¬
cally provided by law.

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7° < & < 45* HIP ROOFS

7" < 0 :< 27*

For SI: 1 foot = 304.8 mm, I degree = 0.0175 rad.

Note: a = 4 feet in all cases.

FIGURE R301.2(7)

COMPONENT AND CLADDING PRESSURE ZONES

R301.2.1 Wind design criteria. Buildings and portions
thereof shall be constructed in accordance with the wind
provisions of this code using the ultimate design wind
speed in Table R301.2(1) as determined from Figure
R301.2(4)A. The structural provisions of this code for
wind loads are not permitted where wind design is required
as specified in Section R30I.2.1.1. Where different con¬
struction methods and structural materials are used for var¬
ious portions of a building, the applicable requirements of
this section for each portion shall apply. Where not other¬
wise specified, the wind loads listed in Table R301.2(2)
adjusted for height and exposure using Table R301.2(3)
shall be used to determine design load performance require¬
ments for wall coverings, curtain walls, roof coverings,
exterior windows, skylights, garage doors and exterior
doors. Asphalt shingles shall be designed for wind speeds
in accordance with Section R905.2.4. A continuous load
path shall be provided to transmit the applicable uplift
forces in Section R802.11.1 from the roof assembly to the
foundation.

R301.2.1.1 Wind limitations and wind design
required. The wind provisions of this code shall not
apply to the design of buildings where wind design is
required in accordance with Figure R301.2(4)B.

Exceptions:

1. For concrete construction, the wind provisions
of this code shall apply in accordance with the
limitations of Sections R404 and R608.

2. For structural insulated panels, the wind provi¬
sions of this code shall apply in accordance
with the limitations of Section R610.

3. For cold-formed steel light-frame construc¬
tion, the wind provisions of this code shall
apply in accordance with the limitations of
Sections R505, R603 and R804.

In regions where wind design is required in accor¬
dance with Figure R301.2(4)B, the design of buildings
for wind loads shall be in accordance with one or more
of the following methods:

1. AF&PA Wood Frame Construction Manual
(WFCM).

2. ICC Standard for Residential Construction in
High-Wind Regions (ICC 600).

3. ASCE Minimum Design Loads for Buildings and
Other Structures (ASCE 7).

4. AISI Standard for Cold-Formed Steel Framing —
Prescriptive Method For One- and Two-Family
Dwellings (AISI S230).

5. California Building Code .

The elements of design not addressed by the meth¬
ods in Items 1 through 5 shall be in accordance with the
provisions of this code.

Where ASCE 7 or the California Building Code is
used for the design of the building, the wind speed map
and exposure category requirements as specified in
ASCE 7 and the California Building Code shall be
used.

R301.2.1.1.1 Sun rooms. Sunrooms shall comply

with AAMA/NPEA/NSA 2100. For the purpose of

applying the criteria of AAMA/NPEA/NSA 2100

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based on the intended use, sunrooms shall be identi¬
fied as one of the following categories by the permit
applicant, design professional or the property owner
or owner’s agent in the construction documents.
Component and cladding pressures shall be used for
the design of elements that do not qualify as main
windforce-resisting systems. Main windforce-resist-
ing system pressures shall be used for the design of
elements assigned to provide support and stability
for the overall sunroom.

Category I: A thermally isolated sunroom with
walls that are open or enclosed with insect screen¬
ing or 0.5 mm (20 mil) maximum thickness plastic
film. The space is nonhabitable and unconditioned.

Category II: A thermally isolated sunroom with
enclosed walls. The openings are enclosed with
translucent or transparent plastic or glass. The
space is nonhabi table and unconditioned.

Category III: A thermally isolated sunroom with
enclosed walls. The openings are enclosed with
translucent or transparent plastic or glass. The
sunroom fenestration complies with additional
requirements for air infiltration resistance and
water penetration resistance. The space is non-
habitable and unconditioned.

Category IV: A thermally isolated sunroom with
enclosed walls. The sunroom is designed to be
heated or cooled by a separate temperature con¬
trol or system and is thermally isolated from the
primary structure. The sunroom fenestration
complies with additional requirements for water
penetration resistance, air infiltration resistance
and thermal performance. The space is nonhabit-
able and conditioned.

Category V: A sunroom with enclosed walls.
The sunroom is designed to be heated or cooled
and is open to the main structure. The sunroom
fenestration complies with additional require¬
ments for water penetration resistance, air infil¬
tration resistance and thermal performance. The
space is habitable and conditioned.

R30L2.1.2 Protection of openings. Exterior glazing in
buildings located in windborne debris regions shall be
protected from windborne debris. Glazed opening pro¬
tection for windborne debris shall meet the requirements
of the Large Missile Test of ASTM E1996 and ASTM
El 886 as modified in Section 301.2.1.2.1. Garage door
glazed opening protection for windborne debris shall
meet the requirements of an approved impact-resisting
standard or A NS I/D ASM A 115.

Exception: Wood structural panels with a thickness
of not less than 7 / 16 inch (11 mm) and a span of not
more than 8 feet (2438 mm) shall be permitted lor
opening protection. Panels shall be precut and
attached to the framing surrounding the opening
containing the product with the glazed opening. Pan¬

els shall be predrilled as required for the anchorage
method and shall be secured with the attachment
hardware provided. Attachments shall be designed
to resist the component and cladding loads deter¬
mined in accordance with either Table R301.2(2) or
ASCE 7, with the permanent corrosion-resistant
attachment hardware provided and anchors perma¬
nently installed on the building. Attachment in
accordance with Table R301.2.1.2 is permitted for
buildings with a mean roof height of 45 feet (13, 728
mm) or less where the ultimate design wind speed,
V ult , is 180 mph (290 kph) or less.

TABLE R301.2.1.2

WINDBORNE DEBRIS PROTECTION FASTENING
SCHEDULE FOR WOOD STRUCTURAL PANELS 3 b c d

FASTENER TYPE

FASTENER SPACING (inches) 3 b

Panel
span <

4 feet

4 feet <
panel span
< 6 feet

6 feet <
panel span
< 8 feet

No. 8 wood screw based anchor
with 2-inch embedment length

No. 10 wood screw based anchor
with 2-inch embedment length

'/ 4 -inch lag screw based anchor
with 2-inch embedment length

For SI: I inch = 25.4 mm, I foot = 304.8 mm, 1 pound = 4.448 N,

1 mile per hour = 0.447 m/s.

a. This table is based on 180 mph ultimate design wind speeds, V uIn and a 45- | |
foot mean roof height.

b. Fasteners shall be installed at opposing ends of the wood structural panel.
Fasteners shall be located not less than 1 inch from the edge of the panel.

c. Anchors shall penetrate through the exterior wall covering with an
embedment length of not less than 2 inches into the building frame.
Fasteners shall be located not less than 2'/ 2 inches from the edge of
concrete block or concrete.

d. Panels attached to masonry or masonry/stucco shall be attached using
vibration-resistant, anchors having an ultimate withdrawal capacity of not
less than 1,500 pounds.

R301.2.1.2.1 Application of ASTM E1996. The

text of Section 2.2 of ASTM El 996 shall be substi¬
tuted as follows:

2.2 ASCE Standard:

ASCE 7-10 American Society of Civil Engineers
Minimum Design Loads for Buildings and Other
Structures

The text of Section 6.2.2 of ASTM E1996 shall
be substituted as follows:

6.2.2 Unless otherwise specified, select the wind
zone based on the ultimate design wind speed,

V uln as follows:

6.2.2.1 Wind Zone 1-130 mph < ultimate design
wind speed, V ult < 140 mph.

6.2.2.2 Wind Zone 2-140 mph < ultimate design
wind speed, V ult < 150 mph at greater than 1 mile
(1.6 km) from the coastline. The coastline shall be
measured from the mean high water mark.

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mm) from the edge of the opening. This provi¬
sion is applicable to shear walls and braced
wall panels offset in plane and to braced wall
panels offset out of plane as permitted by the
exception to Item 1.

Exception: For wood light-frame wall con¬
struction, one end of a braced wall panel
shall be permitted to extend more than 1
foot (305 mm) over an opening not more
than 8 feet (2438 mm) in width in the wall
below provided that the opening includes a
header in accordance with the following:

1. The building width, loading condition
and framing member species limita¬
tions of Table R602.7(1) shall apply;
and

2. Not less than one 2 x 12 or two 2 x
10 for an opening not more than 4
feet (1219 mm) wide; or

3. Not less than two 2 x 12 or three 2 x
10 for an opening not more than 6
feet (1829 mm) in width; or

4. Not less than three 2 x 12 or four 2 x
10 for an opening not more than 8
feet (2438 mm) in width; and

5. The entire length of the braced wall
panel does not occur over an opening
in the wall below.

4. Where an opening in a floor or roof exceeds
the lesser of 12 feet (3658 mm) or 50 percent
of the least floor or roof dimension.

5. Where portions of a floor level are vertically
offset.

Exceptions:

1. Framing supported directly by
continuous foundations at the
perimeter of the building.

2. For wood light-frame construction,
floors shall be permitted to be
vertically offset when the floor
framing is lapped or tied together as
required by Section R502.6.1.

6. Where shear walls and braced wall lines do
not occur in two perpendicular directions.

7. Where stories above grade plane partially or
completely braced by wood wall framing in
accordance with Section R602 or cold-formed
steel wall framing in accordance with Section
R603 include masonry or concrete construc¬
tion. Where this irregularity applies, the entire
story shall be designed in accordance with
accepted engineering practice.

Exception: Fireplaces, chimneys and
masonry veneer as permitted by this code.

R301.2.2.3 Seismic Design Categories D 0 , D, and D 2 .

Structures assigned to Seismic Design Categories D 0 ,

Dj and D 2 shall conform to the requirements for Seis¬
mic Design Category C and the additional requirements
of this section.

R301.2.2.3.1 Height limitations. Wood-framed
buildings shall be limited to three stories above
grade plane or the limits given in Table
R602.10.3(3). Cold-formed, steel-framed buildings
shall be limited to less than or equal to three stories
above grade plane in accordance with AISI S230.
Mezzanines as defined in Section R202 that comply
with Section R325 shall not be considered as stories.
Structural insulated panel buildings shall be limited
to two stories above grade plane.

R301.2.2.3.2 Stone and masonry veneer.

Anchored stone and masonry veneer shall comply
with the requirements of Sections R702.1 and R703.

R301.2.2.3.3 Masonry construction. Masonry con¬
struction in Seismic Design Categories D 0 and D,
shall comply with the requirements of Section
R606.12.1... Masonry construction in Seismic Design
Category D 2 shall comply with the requirements of
Section R606.12.4.

R301.2.2.3.4 Concrete construction. Buildings
with exterior above-grade concrete walls shall com¬
ply with PCA 100 or shall be designed in accor¬
dance with ACI 318.

R301.2.2.3.5 Cold-formed steel framing in Seis¬
mic Design Categories D 0 , D, and D 2 . In Seismic
Design Categories D 0 , D, and D 2 in addition to the
requirements of this code, cold-formed steel framing
shall comply with the requirements of AISI S230.

R301.2.2.3.6 Masonry chimneys. Masonry chim¬
neys shall be reinforced and anchored to the build¬
ing in accordance with Sections R 1003.3 and
R 1003.4.

R301.2.2.3.7 Anchorage of water heaters. Water
heaters shall be anchored against movement and over¬
turning in accordance with the California Plumbing
Code.

R301.2.2.4 Seismic Design Category E. Buildings in
Seismic Design Category E shall be designed to resist
seismic loads in accordance with the California Build¬
ing Code , except where the seismic design category is
reclassified to a lower seismic design category in accor¬
dance with Section R301.2.2.1. Components of build¬
ings not required to be designed to resist seismic loads
shall be constructed in accordance with the provisions
of this code.

R301.2.3 Snow loads. Wood-framed construction, cold-
formed, steel-framed construction and masonry and con¬
crete construction, and structural insulated panel construc¬
tion in regions with ground snow loads 70 pounds per
square foot (3.35 kPa) or less, shall be in accordance with
Chapters 5, 6 and 8. Buildings in regions with ground
snow loads greater than 70 pounds per square foot (3.35
kPa) shall be designed in accordance with accepted engi¬
neering practice.

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R301.2.4 Floodplain construction. Buildings and struc¬
tures constructed in whole or in part in flood hazard areas
(including A or V Zones) as established in Table
R301.2(l), and substantial improvement and restoration of
substantial damage of buildings and structures in flood
hazard areas, shall be designed and constructed in accor¬
dance with Section R322. Buildings and structures that are
located in more than one flood hazard area shall comply
with the provisions associated with the most restrictive
flood hazard area. Buildings and structures located in
whole or in part in identified flood ways shall be designed
and constructed in accordance with ASCE 24.

R301.2.4.1 Alternative provisions. As an alternative
to the requirements in Section R322, ASCE 24 is per¬
mitted subject to the limitations of this code and the
limitations therein.

R301.3 Story height. The wind and seismic provisions of
this code shall apply to buildings with story heights not
exceeding the following:

1. For wood wall framing, the story height shall not
exceed 11 feet 7 inches (3531 mm) and the laterally
unsupported bearing wall stud height permitted by
Table R602.3(5).

2. For cold-formed steel wall framing, the story height
shall be not more than 11 feet 7 inches (3531 mm) and
the unsupported bearing wall stud height shall be not
more than 10 feet (3048 mm).

3. For masonry walls, the story height shall be not more
than 13 feet 7 inches (4140 mm) and the bearing wall
clear height shall be not greater than 12 feet (3658 mm).

Exception: An additional 8 feet (2438 mm) of bear¬
ing wall clear height is permitted for gable end walls.

4. For insulating concrete form walls, the maximum story
height shall not exceed 11 feet 7 inches (3531 ram) and
the maximum unsupported wall height per story as per¬
mitted by Section R608 tables shall not exceed 10 feet
(3048 mm).

5. For structural insulated panel (SIP) walls, the story
height shall be not greater than 11 feet 7 inches (3531
mm) and the bearing wall height per story as permitted
by Section R610 tables shall not exceed 10 feet (3048
mm).

Individual walls or wall studs shall be permitted to exceed
these limits as permitted by Chapter 6 provisions, provided
that story heights are not exceeded. An engineered design
shall be provided for the wall or wall framing members where
the limits of Chapter 6 are exceeded. Where the story height
limits of this section are exceeded, the design of the building,
or the noncompliant portions thereof, to resist wind and seis¬
mic loads shall be in accordance with the California Building
Code .

R301.4 Dead load. The actual weights of materials and con¬
struction shall be used for determining dead load with consid¬
eration for the dead load of fixed service equipment.

R301.5 Live load. The minimum uniformly distributed live
load shall be as provided in Table R301.5.

TABLE R301.5

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS
(In pounds per square foot)

USE

LIVE LOAD

Uninhabitable attics without storage b

Uninhabitable attics with limited storage* 5 ’ 8

Habitable attics and attics served with fixed stairs

Balconies (exterior) and decks 0

Fire escapes

Guards and handrails d

200' 1

Guard in-fill components 1

50"

Passenger vehicle garages 3

50 a

Rooms other than sleeping rooms

Sleeping rooms

Stairs

40°

For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm 2 ,
I pound = 4.45 N.

a. Elevated garage floors shall be capable of supporting a 2,000-pound load
applied over a 20-square-inch area.

b. Uninhabitable attics without storage are those where the clear height
between joists and rafters is not more than 42 inches, or where there are
not two or more adjacent trusses with web configurations capable of
accommodating an assumed rectangle 42 inches in height by 24 inches in
width, or greater, within the plane of the trusses. This live load need not be
assumed to act concurrently with any other live load requirements.

c. Individual stair treads shall be designed for the uniformly distributed live
load or a 300-pound concentrated load acting over an area of 4 square
inches, whichever produces the greater stresses.

d. A single concentrated load applied in any direction at any point along the
top.

e. See Section R507.1 for decks attached to exterior walls.

f. Guard in-fill components (all those except the handrail), balusters and
panel fillers shall be designed to withstand a horizontally applied normal
load of 50 pounds on an area equal to 1 square foot. This load need not be
assumed to act concurrently with any other live load requirement.

g. Uninhabitable attics with limited storage are those where the clear height
between joists and rafters is 42 inches or greater, or where there are two or | j
more adjacent trusses with web configurations capable of accommodating

an assumed rectangle 42 inches in height by 24 inches in width, or greater,
within the plane of the trusses.

The live load need only be applied to those portions of the joists or truss
bottom chords where all of the following conditions are met:

1. The attic area is accessible from an opening not less than 20 inches in
width by 30 inches in length that is located where the clear height in
the attic is not less than 30 inches.

2. The slopes of the joists or truss bottom chords are not greater than 2
inches vertical to 12 units horizontal.

3. Required insulation depth is less than the joist or truss bottom chord
member depth.

The remaining portions of the joists or truss bottom chords shall be
designed for a uniformly distributed concurrent live load of not less than
10 pounds per square foot.

h. Glazing used in handrail assemblies and guards shall be designed with a
safety factor of 4. The safety factor shall be applied to each of the
concentrated loads applied to the top of the rail, and to the load on the in¬
fill components. These loads shall be determined independent of one
another, and loads are assumed not to occur with any other live load.

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TABLE R302.6

DWELLING-GARAGE AND/OR CARPORT SEPARATION

SEPARATION

MATERIAL

From the residence and attics

Not less than V 2 -inch gypsum board or equivalent applied to the
garage side

From habitable rooms above the garage or carport

Not less than 5 / 8 -inch Type X gypsum board or equivalent

Structure(s) supporting floor/ceiling assemblies used for separation
required by this section

Not less than 7 2 -inch gypsum board or equivalent

Garages located less than 3 feet from a dwelling unit on the same lot

Not less than '/ 2 -inch gypsum board or equivalent applied to the inte¬
rior side of exterior walls that are within this area

For SI: I inch = 25.4 mm, I foot = 304.8 mm.

R302.7 Under-stair protection. Enclosed accessible space
under stairs shall have walls, under-stair surface and any sof¬
fits protected on the enclosed side with V^inch (12.7 mm)
gypsum board.

R302.8 Foam plastics. For requirements for foam plastics,
see Section R316.

R302.9 Flame spread index and smoke-developed index
for wall and ceiling finishes. Flame spread and smoke devel¬
oped indexes for wall and ceiling finishes shall be in accor¬
dance with Sections R302.9.1 through R302.9.4.

R302.9.1 Flame spread index. Wall and ceiling finishes
shall have a flame spread index of not greater than 200.

Exception: Flame spread index requirements for fin¬
ishes shall not apply to trim defined as picture molds,
chair rails, baseboards and handrails; to doors and win¬
dows or their frames; or to materials that are less than
l / 28 inch (0.91 mm) in thickness cemented to the sur¬
face of walls or ceilings if these materials exhibit
flame spread index values not greater than those of
paper of this thickness cemented to a noncombustible
backing.

R302.9.2 Smoke-developed index. Wall and ceiling fin¬
ishes shall have a smoke-developed index of not greater
than 450.

R302.9.3 Testing. Tests shall be made in accordance with
ASTME84 or UL 723.

R302.9.4 Alternative test method. As an alternative to
having a flame spread index of not greater than 200 and a
smoke-developed index of not greater than 450 where
tested in accordance with ASTM E84 or UL 723, wall and
ceiling finishes shall be permitted to be tested in accor¬
dance with NFPA 286. Materials tested in accordance with
NFPA 286 shall meet the following criteria:

The interior finish shall comply with the following:

1. During the 40 kW exposure, flames shall not
spread to the ceiling.

2. The Hame shall not spread to the outer extremity
of the sample on any wall or ceiling.

3. Flashover, as defined in NFPA 286, shall not
occur.

4. The peak heat release rate throughout the test
shall not exceed 800 kW.

5. The total smoke released throughout the test shall
not exceed 1,000 nr.

R302.9.5 Stability. Interior finish materials regulated by
this chapter shall be applied or otherwise fastened in such
a manner that such materials will not readily become
detached where subjected to room temperatures of 200°F
(93 °C) for not less than 30 minutes .

R302.10 Flame spread index and smoke-developed index
for insulation. Flame spread and smoke-developed index for
insulation shall be in accordance with Sections R302.10.1,
through R302.T0.5.

R302.10.1 Insulation. Insulation materials, including fac¬
ings, such as vapor retarders and vapor-permeable mem¬
branes installed within floor-ceiling assemblies, roof¬
ceiling assemblies, wall assemblies, crawl spaces and
attics shall have a flame spread index not to exceed 25
with an accompanying smoke-developed index not to
exceed 450 where tested in accordance with ASTM E84 or
UL 723.

Exceptions:

L Where such materials are installed in concealed
spaces, the flame spread index and smoke-devel¬
oped index limitations do not apply to the fac¬
ings, provided that the facing is installed in
substantial contact with the unexposed surface of
the ceiling, floor or wall finish.

2. Cellulose fiber loose-fill insulation, that is not
spray applied, complying with the requirements
of Section R302.10.3, shall not be required to
meet a flame spread index requirement but shall | |
be required to meet a smoke-developed index of
not more than 450 where tested in accordance
with CAN/ULC S 102.2.

3. Foam plastic insulation shall comply with Sec¬
tion R316.

R302.10.2 Loose-fill insulation. Loose-fill insulation
materials that cannot be mounted in the ASTM E84 or UL
723 apparatus without a screen or artificial supports shall
comply with the flame spread and smoke-developed limits
of Section R302.10.1 where tested in accordance with
CAN/ULC SI 02.2.

Exception: Cellulosic fiber loose-fill insulation shall
not be required to be tested in accordance with CAN/

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ULC S 102.2, provided such insulation complies with
the requirements of Sections R302.10.1 and R302.10.3.

R302.10.3 Cellulosic fiber loose-fill insulation. Cellu-
losic fiber loose-fill insulation shall comply with CPSC 16
CFR, Parts 1209 and 1404. Each package of such insulat¬
ing material shall be clearly labeled in accordance with
CPSC 16 CFR, Parts 1209 and 1404.

R302.10.4 Exposed attic insulation. Exposed insulation
materials installed on attic floors shall have a critical radi¬
ant flux not less than 0.12 watt per square centimeter.

R302.10.5 Testing. Tests for critical radiant flux shall be
made in accordance with ASTM E970.

R302.ll Fireblocking. In combustible construction, fire-
blocking shall be provided to cut off both vertical and hori¬
zontal concealed draft openings and to form an effective fire
barrier between stories, and between a top story and the roof
space.

Fireblocking shall be provided in wood-framed construc¬
tion in the following locations:

1. In concealed spaces of stud walls and partitions, includ¬
ing furred spaces and parallel rows of studs or stag¬
gered studs, as follows:

1.1. Vertically at the ceiling and floor levels.

1.2. Horizontally at intervals not exceeding 10 feet
(3048 mm).

2. At interconnections between concealed vertical and
horizontal spaces such as occur at soffits, drop ceilings
and cove ceilings.

3. In concealed spaces between stair stringers at the top
and bottom of the run. Enclosed spaces under stairs
shall comply with Section R302.7.

4. At openings around vents, pipes, ducts, cables and
wires at ceiling and floor level, with an approved mate¬
rial to resist the free passage of flame and products of
combustion. The material filling this annular space
shall not be required to meet the ASTM El36 require¬
ments.

5. For the fireblocking of chimneys and fireplaces, see
Section R1003.19.

6. Fireblocking of cornices of a two-family dwelling is
required at the line of dwelling unit separation.

R302.ll.1 Fireblocking materials. Except as provided in
Section R302.ll, Item 4, fireblocking shall consist of the
following materials.

1. Two-inch (51 mm) nominal lumber.

2. Two thicknesses of 1-inch (25.4 mm) nominal lum¬
ber with broken lap joints.

3. One thickness of 23 / 32 -inch (18.3 mm) wood struc¬
tural panels with joints backed by 23 / 32 -inch (18.3
mm) wood structural panels.

4. One thickness of 3 / 4 -inch (19.1 mm) particleboard
with joints backed by 3 / 4 -inch (19.1 mm) particle¬
board.

5. One-half-inch (12.7 mm) gypsum board.

6. One-quarter-inch (6.4 mm) cement-based millboard.

7. Batts or blankets of mineral wool or glass fiber or
other approved materials installed in such a manner
as to be securely retained in place.

8. Cellulose insulation installed as tested in accordance
with ASTM El 19 or UL 263, for the specific appli¬
cation.

R302.ll. 1.1 Batts or blankets of mineral or glass
fiber. Batts or blankets of mineral or glass fiber or
other approved nonrigid materials shall be permitted
for compliance with the 10-foot (3048 mm) horizontal
fireblocking in walls constructed using parallel rows of
studs or staggered studs.

R302.ll.1.2 Unfaced fiberglass. Unfaced fiberglass
batt insulation used as fireblocking shall fill the entire
cross section of the wall cavity to a height of not less
than 16 inches (406 mm) measured vertically. Where
piping, conduit or similar obstructions are encountered,
the insulation shall be packed tightly around the
obstruction.

R302.ll.1.3 Loose-fill insulation material. Loose-fill
insulation material shall not be used as a fireblock
unless specifically tested in the form and manner
intended for use to demonstrate its ability to remain in
place and to retard the spread of fire and hot gases.

R302.11.2 Fireblocking integrity. The integrity of fire-
blocks shall be maintained.

R302.12 Draftstopping. In combustible construction where
there is usable space both above and below the concealed
space of a floor-ceiling assembly, draftstops shall be installed
so that the area of the concealed space does not exceed 1,000
square feet (92.9 m 2 ). Draftstopping shall divide the con¬
cealed space into approximately equal areas. Where the
assembly is enclosed by a floor membrane above and a ceil¬
ing membrane below, draftstopping shall be provided in
floor-ceiling assemblies under the following circumstances:

1. Ceiling is suspended under the floor framing.

2. Floor framing is constructed of truss-type open-web or
perforated members.

R302.12.1 Materials. Draftstopping materials shall be not
less than 7 2 -inch (12.7 mm) gypsum board, 3 / 8 -inch (9.5
mm) wood structural panels or other approved materials
adequately supported. Draftstopping shall be installed par¬
allel to the floor framing members unless otherwise
approved by the building official. The integrity of the
draftstops shall be maintained.

R302.13 Fire protection of floors. Floor assemblies that are
not required elsewhere in this code to be fire-resistance rated,
shall be provided with a V 2 -inch (12.7 mm) gypsum wall-
board membrane, 5 / 8 -inch (16 mm) wood structural panel
membrane, or equivalent on the underside of the floor fram¬
ing member. Penetrations or openings for ducts, vents, elec¬
trical outlets, lighting, devices, luminaires, wires, speakers,

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Section 17958 . I, efficiency dwelling units shall comply with
the following:

1. The unit shall have a living room of not less than 220
square feet (20.4 m 2 ) of floor area . An additional 100
square feet (93 m 2 ) of floor area shall be provided for
each occupant of such unit in excess of two.

2. The unit shall be provided with a separate closet.

3. The unit shall be provided with a kitchen sink , cooking
appliance and refrigeration facilities , each having a
clear working space of not less than 30 inches (762
mm) in front. Light and ventilation conforming to this
code shall be provided.

4. The unit shall be provided with a separate bathroom
containing a water closet , lavatory and bathtub or
shower.

SECTION R305
CEILING HEIGHT

R305.1 Minimum height. Habitable space, hallways and
portions of basements containing these spaces shall have a
ceiling height of not less than 7 feet (2134 mm). Bathrooms,
toilet rooms and laundry rooms shall have a ceiling height of
not less than 6 feet 8 inches (2032 mm).

Exceptions:

1. For rooms with sloped ceilings, the required floor
area of the room shall have a ceiling height of not
less than 5 feet (1524 mm) and not less than 50 per¬
cent of the required floor area shall have a ceiling
height of not less than 7 feet (2134 mm).

2. The ceiling height above bathroom and toilet room
fixtures shall be such that the fixture is capable of
being used for its intended purpose. A shower or tub
equipped with a showerhead shall have a ceiling
height of not less than 6 feet 8 inches (2032 min)
above an area of not less than 30 inches (762 mm)
by 30 inches (762 mm) at the showerhead.

3. Beams, girders, ducts or other obstructions in base¬
ments containing habitable space shall be permitted
to project to within 6 feet 4 inches (1931 mm) of the
finished floor.

R305.1.1 Basements. Portions of basements that do not
contain habitable space or hallways shall have a ceiling
height of not less than 6 feet 8 inches (2032 mm).

Exception: At beams, girders, ducts or other obstruc¬
tions, the ceiling height shall be not less than 6 feet 4
inches (1931 mm) from the finished floor.

SECTION R306
SANITATION

R306.1 Toilet facilities. Every dwelling unit shall be pro¬
vided with a water closet, lavatory, and a bathtub or shower.

R306.2 Kitchen. Each dwelling unit shall be provided with a
kitchen area and every kitchen area shall be provided with a
sink.

R306.3 Sewage disposal. Plumbing fixtures shall be con¬
nected to a sanitary sewer or to an approved private sewage
disposal system.

R306.4 Water supply to fixtures. Plumbing fixtures shall
be connected to an approved water supply. Kitchen sinks,
lavatories, bathtubs, showers, bidets, laundry tubs and
washing machine outlets shall be provided with hot and cold
water.

SECTION R307

TOILET, BATH AND SHOWER SPACES

R3G7.1 Space required. Fixtures shall be spaced in accor¬
dance with the California Plumbing Code.

R307.2 Bathtub and shower spaces. Bathtub and shower
floors and walls above bathtubs with installed shower heads
and in shower compartments shall be finished with a nonab¬
sorbent surface. Such wall surfaces shall extend to a height of
not less than 6 feet (1829 mm) above the floor.

SECTION R308
GLAZING

R308.1 Identification. Except as indicated in Section
R308.1.1 each pane of glazing installed in hazardous locations
as defined in Section R308.4 shall be provided with a manufac¬
turer’s designation specifying who applied the designation,
designating the type of glass and the safety glazing standard
with which it complies, which is visible in the final installation.
The designation shall be acid etched, sandblasted, ceramic-
fired, laser etched, embossed, or be of a type that once applied
cannot be removed without being destroyed. A label shall be
permitted in lieu of the manufacturer’s designation.

Exceptions:

1. For other than tempered glass, manufacturer’s desig¬
nations are not required provided that the building
official approves the use of a certificate, affidavit or
other evidence confirming compliance with this
code.

2. Tempered spandrel glass is permitted to be identi¬
fied by the manufacturer with a removable paper
designation.

R3081.1 Identification of multiple assemblies. Multipane
assemblies having individual panes not exceeding 1 square
foot (0.09 m 2 ) in exposed area shall have not less than one
pane in the assembly identified in accordance with Section
R308.1. Other panes in the assembly shall be labeled
“CPSC 16 CFR 1201” or “ANSI Z97.1” as appropriate.

R308.2 Louvered windows or jalousies. Regular, float,
wired or patterned glass in jalousies and louvered windows
shall be not less than nominal 3 / l6 inch (5 mm) thick and not
more than 48 inches (1219 mm) in length. Exposed glass
edges shall be smooth.

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R308.2.1 Wired glass prohibited. Wired glass with wire
exposed on longitudinal edges shall not be used in jalou¬
sies or louvered windows.

R308.3 Human impact loads. Individual glazed areas,
including glass mirrors in hazardous locations such as those
indicated as defined in Section R308.4, shall pass the test
requirements of Section R308.3.1.

Exceptions:

1. Louvered windows and jalousies shall comply with
Section R308.2.

2. Mirrors and other glass panels mounted or hung on a
surface that provides a continuous backing support.

3. Glass unit masonry complying with Section R607.

R308.3.1 Impact test. Where required by other sections
of the code, glazing shall be tested in accordance with
CPSC 1.6 CFR 1201. Glazing shall comply with the test
criteria for Category II unless otherwise indicated in Table
R308.3.1(1).

Exception: Glazing not in doors or enclosures for hot
tubs, whirlpools, saunas, steam rooms, bathtubs and
showers shall be permitted to be tested in accordance
with ANSI Z97.1. Glazing shall comply with the test cri¬
teria for Class A unless indicated in Table R308.3.1(2).

R308.4 Hazardous locations. The locations specified in Sec¬
tions R308.4.1 through R308.4.7 shall be considered to be
specific hazardous locations for the purposes of glazing.

R308.4.1 Glazing in doors. Glazing in fixed and operable
panels of swinging, sliding and bifold doors shall be con¬
sidered to be a hazardous location.

Exceptions:

1. Glazed openings of a size through which a 3-
inch-diameter (76 mm) sphere is unable to pass.

2. Decorative glazing.

R308.4.2 Glazing adjacent to doors. Glazing in an indi¬
vidual fixed or operable panel adjacent to a door shall be
considered to be a hazardous location where the bottom
exposed edge of the glazing is less than 60 inches (1524
mm) above the floor or walking surface and it meets either
of the following conditions:

L Where the glazing is within 24 inches (610 mm) of
either side of the door in the plane of the door in a
closed position.

2. Where the glazing is on a wall perpendicular to the
plane of the door in a closed position and within 24
inches (610 mm) of the hinge side of an in-swinging
door.

Exceptions:

1. Decorative glazing.

2. Where there is an intervening wall or other perma¬
nent barrier between the door and the glazing.

3. Where access through the door is to a closet or stor¬
age area 3 feet (914 mm) or less in depth. Glazing in
this application shall comply with Section R308.4.3.

4. Glazing that is adjacent to the fixed panel of patio
doors.

R308.4.3 Glazing in windows. Glazing in an individual
fixed or operable panel that meets all of the following con¬
ditions shall be considered to be a hazardous location:

1. The exposed area of an individual pane is larger than
9 square feet (0.836 m 2 ),

2. The bottom edge of the glazing is less than 18 inches
(457 mm) above the floor,

3. The top edge of the glazing is more than 36 inches
(914 mm) above the floor; and

TABLE R308.3.1(1)

MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING CPSC 16 CFR 1201

EXPOSED SURFACE
AREA OF ONE SIDE

OF ONE LITE

GLAZING IN
STORM OR
COMBINATION
DOORS

(Category Class)

GLAZING IN
DOORS

(Category Class)

GLAZED PANELS
REGULATED BY
SECTION R308.4.3
(Category Class)

GLAZED PANELS
REGULATED BY
SECTION R308.4.2
(Category Class)

GLAZING IN
DOORS AND
ENCLOSURES
REGULATED BY
SECTION 308.4.5
(Category Class)

SLIDING GLASS
DOORS PATIO TYPE
(Category Class)

9 square feet or less

More than 9 square feet

For SI: 1 square foot = 0.0929 m 2 .
NR = “No Requirement.”

TABLE R308.3.1(2)

MINIMUM CATEGORY CLASSIFICATION OF GLAZING USING ANSI Z97.1

EXPOSED SURFACE AREA
OF ONE SIDE OF ONE LITE

GLAZED PANELS REGULATED

BY SECTION R308.4.3
(Category Class)

GLAZED PANELS REGULATED

BY SECTION R308.4.2
(Category Class)

DOORS AND ENCLOSURES
REGULATED BY SECTION R308.4.5 3
(Category Class)

9 square feet or less

No requirement

More than 9 square feet

For SI: 1 square foot - 0.0929 nr.

a. Use is permitted only by the exception to Section R308.3.1.

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R309.4 Automatic garage door openers. Automatic garage
door openers, if provided, shall be listed and labeled in accor¬
dance with UL 325. See Health and Safety Code Sections
19890 and 19891 for additional provisions for residential
garage door openers.

R309.5 Fire sprinklers location on property . Private
garages shall be protected by fire sprinklers where the garage
wall has been designed based on Table R302.1(2), Footnote
a. Sprinklers in garages shall be connected to an automatic
sprinkler system that complies with Section R313. Garage
sprinklers shall be residential sprinklers or quick-response
sprinklers, designed to provide a density of 0.05 gpm/lt 2 .
Garage doors shall not be considered obstructions with
respect to sprinkler placement.

R309.6 Fire sprinklers, attached garages, and carports with
habitable space above . Attached garages and carports with
habitable space above shall be protected by fire sprinklers in
accordance with this section and Section R313. Protection
shall be provided in accordance with one of the following:

1. Residential sprinklers installed in accordance with
their listing.

2. Extended coverage sprinklers discharging water not
less than their listed flow rate for Light Hazard in
accordance with NFPA 13 .

3. Quick-response spray sprinklers at light hazard spac¬
ing in accordance with NFPA 13 designed to discharge
at 0.05 gpm/ft 2 density (minimum).

The system demand shall be permitted to be limited to the
number of sprinklers in the compartment but shall not exceed
two sprinklers for hydraulic calculation purposes. Garage
doors shall not be considered obstructions and shall be permit¬
ted to be ignored for placement and calculation of sprinklers.

Exception: An automatic residential fire sprinkler system
shall not be required when additions or alterations are
made to existing carports and/or garages that do not have
an automatic residential fire sprinkler system installed in
accordance with this section.

R309.7 Extension garage door springs. Every extension
garage door spring sold or offered for sale , whether new or
sold as a replacement , or installed in any garage or carport
which is accessory to a dwelling covered by this code, shall
conform to the requirements for garage door springs located
in Section 1211 of the California Building Code.

R309.8 Electric vehicle (EV) charging infrastructure .

Newly constructed one- and two-family dwellings and town-
houses with attached private garages shall comply with EV
infrastructure requirements in accordance with the Califor¬
nia Green Building Standards Code, Chapter 4, Division 4.1.

SECTION R310

EMERGENCY ESCAPE AND RESCUE OPENINGS

R310.1 Emergency escape and rescue opening required.

Basements, habitable attics and every sleeping room shall
have not less than one operable emergency escape and rescue
opening. Where basements contain one or more sleeping
rooms, an emergency escape and rescue opening shall be
required in each sleeping room. Emergency escape and res¬
cue openings shall open directly into a public way, or to a
yard or court that opens to a public way.

Exception: Storm shelters and basements used only to
house mechanical equipment not exceeding a total floor
area of 200 square feet (18.58 m 2 ).

R310.1.1 Operational constraints and opening control
devices. Emergency escape and rescue openings shall be
maintained free of any obstructions other than those
allowed by this section and shall be operational from the
inside of the room without the use of keys, tools or special
knowledge. Window opening control devices complying
with ASTM F2090 shall be permitted for use on windows
serving as a required emergency escape and rescue opening.

R310.2 Emergency escape and rescue openings. Emergency
escape and rescue openings shall have minimum dimensions
as specified in this section.

R310.2.1 Minimum opening area. Emergency and
escape rescue openings shall have a net clear opening of
not less than 5.7 square feet (0.530 m 2 ). The net clear
opening dimensions required by this section shall be
obtained by the normal operation of the emergency escape
and rescue opening from the inside. The net clear height
opening shall be not less than 24 inches (610 mm) and the
net clear width shall be not less than 20 inches (508 mm).

Exception: Grade floor or below grade openings shall
have a net clear opening of not less than 5 square feet
(0.465 m 2 ).

R310.2.2 Window sill height. Where a window is pro¬
vided as the emergency escape and rescue opening, it shall
have the bottom of the clear opening not greater than 44
inches (1118 mm) measured from the floor; where the sill
height is below grade, it shall be provided with a window
well in accordance with Section R310.2.3.

R310.2.3 Window wells. The horizontal area of the win¬
dow well shall be not less than 9 square feet (0.9 nr), with
a horizontal projection and width of not less than 36 inches
(914 mm). The area of the window well shall allow the
emergency escape and rescue opening to be fully opened.

Exception: The ladder or steps required by Section
R310.2.3.1 shall be permitted to encroach not more
than 6 inches (152 mm) into the required dimensions of
the window well.

R310.2.3.1 Ladder and steps. Window wells with a
vertical depth greater than 44 inches (1118 mm) shall
be equipped with a permanently affixed ladder or steps
usable with the window in the fully open position. Lad¬
ders or steps required by this section shall not be
required to comply with Sections R311.7 and R311.8.
Ladders or rungs shall have an inside width of not less
than 12 inches (305 mm), shall project not less than 3
inches (76 mm) from the wall and shall be spaced not
more than 18 inches (457 mm) on center vertically for
the full height of the window well.

R310.2.3.2 Drainage. Window wells shall be designed
for proper drainage by connecting to the building’s
foundation drainage system required by Section R405.1
or by an approved alternative method.

Exception: A drainage system for window wells is
not required where the foundation is on well-drained
soil or sand-gravel mixture soils in accordance with

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the United Soil Classification System, Group I Soils,
as detailed in Table R405.1.

R310.2.5 Replacement windows. Replacement windows
installed in buildings meeting the scope of this code shall be
exempt from the maximum sill height requirements of Sec¬
tions R310.1 and Sections R310.2.1 and R310.2.2, provided
the replacement window meets the following conditions:

1. The replacement window is the manufacturer’s larg¬
est standard size window that will fit within the exist¬
ing frame or existing rough opening. The replacement
window is of the same operating style as the existing
window or a style that provides for an equal or greater
window opening area than the existing window.

2. The replacement window is not part of a change of
occupancy.

R310.3 Emergency escape and rescue doors. Where a door
is provided as the required emergency escape and rescue open¬
ing, it shall be permitted to be a side-hinged door or a slider.
Where the opening is below the adjacent ground elevation, it
shall be provided with a bulkhead enclosure.

R310.3.1 Minimum door opening size. The minimum net

clear height opening for any door that serves as an emer¬
gency and escape rescue opening shall be in accordance
with Section R310.2.1.

R310.3.2 Bulkhead enclosures. Bulkhead enclosures shall
provide direct access from the basement. The bulkhead
enclosure shall provide the minimum net clear opening
equal to the door in the fully open position.

R310.3.2.1 Drainage. Bulkhead enclosures shall be
designed for proper drainage by connecting to the build¬
ing’s foundation drainage system required by Section
R405.1 or by an approved alternative method.

Exception: A drainage system for bulkhead enclo¬
sures is not required where the foundation is on well-
drained soil or sand-gravel mixture soils in accor¬
dance with the United Soil Classification System,
Group 1 Soils, as detailed in Table R405.1.

R310.4 Bars, grilles, covers and screens. Bars, grilles, cov¬
ers, screens or similar devices are permitted to be placed over
emergency escape and rescue openings, bulkhead enclosures,
or window wells that serve such openings, provided that the
minimum net clear opening size complies with Sections
R310.1.1 to R310.2.3, and such devices shall be releasable or
removable from the inside without the use of a key, tool, spe¬
cial knowledge or force greater than that required for the nor¬
mal operation of the escape and rescue opening. The release
mechanism shall he maintained operable at all times.

Such bars, grills, grates or any similar devices shall he
equipped with an approved exterior release device for use by
the fire department only when required by the authority having
jurisdiction.

Where security bars (burglar bars) are installed on emer¬
gency egress and rescue windows or doors, on or after July 1,
2000 , such devices shall comply with California Building Stan¬
dards Code, Part 12, Chapter 12-3 and other applicable provi¬
sions of this code .

R310.5 Dwelling additions. Where dwelling additions occur that
contain sleeping rooms, an emergency escape and rescue opening
shall be provided in each new sleeping room. Where dwelling
additions occur that have basements, an emergency escape and
rescue opening shall be provided in the new basement.

Exceptions:

1. An emergency escape and rescue opening is not
required in a new basement that contains a sleeping
room with an emergency escape and rescue opening.

2. An emergency escape and rescue opening is not
required in a new basement where there is an emer¬
gency escape and rescue opening in an existing base¬
ment that is accessible from the new basement.

R310.6 Alterations or repairs of existing basements. An

emergency escape and rescue opening is not required where
existing basements undergo alterations or repairs.

Exception: New sleeping rooms created in an existing
basement shall be provided with emergency escape and res¬
cue openings in accordance with Section R310.1.

SECTION R311
MEANS OF EGRESS

R311.1 Means of egress. Dwellings shall be provided with a
means of egress in accordance with this section. The means of
egress shall provide a continuous and unobstructed path of ver¬
tical and horizontal egress travel from all portions of the dwell¬
ing to the required egress door without requiring travel through
a garage. The required egress door shall open directly into a
public way or to a yard or court that opens to a public way.

R311.2 Egress door. Not less than one egress door shall be
provided for each dwelling unit. The egress door shall be side-
hinged, and shall provide a clear width of not less than 32
inches (813 mm) where measured between the face of the door
and the stop, with the door open 90 degrees (1.57 rad). The
clear height of the door opening shall be not less than 78 inches
(1981 mm) in height measured from the top of the threshold to
the bottom of the stop. Other doors shall not be required to
comply with these minimum dimensions. Egress doors shall
be readily openable from inside the dwelling without the use
of a key or special knowledge or effort.

R311.3 Floors and landings at exterior doors. There shall
be a landing or floor on each side of each exterior door. The
width of each landing shall be not less than the door served.
Every landing shall have a dimension of not less than 36
inches (914 mm) measured in the direction of travel. The
slope at exterior landings shall not exceed ! / 4 unit vertical in
12 units horizontal (2 percent).

Exception: Exterior balconies less than 60 square feet (5.6
nr) and only accessible from a door are permitted to have
a landing less than 36 inches (914 mm) measured in the
direction of travel.

R311.3.1 Floor elevations at the required egress doors.

Landings or finished floors at the required egress door
shall be not more than 1 '/ 2 inches (38 mm) lower than the
top of the threshold.

Exception: The landing or floor on the exterior side
shall be not more than 7 3 / 4 inches (196 mm) below the

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is useable solely for vehicle parking, building access or lim¬
ited storage provided that such enclosure is not built so as to
render the building or structure in violation of this section.

R322.1.6 Protection of mechanical, plumbing and elec¬
trical systems. Electrical systems, equipment and compo¬
nents; heating, ventilating, air conditioning; plumbing
appliances and plumbing fixtures: duct systems; and other
service equipment shall be located at or above the eleva¬
tion required in Section R322.2 or R322.3. If replaced as
part of a substantial improvement, electrical systems,
equipment and components; heating, ventilating, air con¬
ditioning and plumbing appliances and plumbing fixtures;
duct systems; and other service equipment shall meet the
requirements of this section. Systems, fixtures, and equip¬
ment and components shall not be mounted on or penetrate
through walls intended to break away under Hood loads.

Exception: Locating electrical systems, equipment
and components; heating, ventilating, air condition¬
ing; plumbing appliances and plumbing fixtures; duct
systems; and other service equipment is permitted
below the elevation required in Section R322.2 or
R322.3 provided that they are designed and installed
to prevent water from entering or accumulating within
the components and to resist hydrostatic and hydrody¬
namic loads and stresses, including the effects of
buoyancy, during the occurrence of flooding to the
design flood elevation in accordance with ASCE 24.
Electrical wiring systems are permitted to be located
below the required elevation provided that they con¬
form to the provisions of the California Electrical
Code for wet locations.

R322.1.7 Protection of water supply and sanitary sew¬
age systems. Water supply systems shall be designed to
minimize or eliminate infiltration of flood waters into the
water supply and distribution system. Sanitary sewage sys¬
tems shall be designed to minimize or eliminate infiltration
of floodwaters into sanitary drainage systems and dis¬
charges from sanitary drainage systems into floodwaters.

R322.1.8 Flood-resistant materials. Building materials
and installation methods used for flooring and interior and
exterior walls and wall coverings below the elevation
required in Section R322.2 or R322.3 shall be flood dam¬
age-resistant materials that conform to the provisions of
FEMA TB-2.

R322.1.9 Manufactured homes. (Not adopted in CA)

R322.1.10 As-built elevation documentation. A regis¬
tered design professional shall prepare and seal documen¬
tation of the elevations specified in Section R322.2 or
R322.3.

R322.2 Flood hazard areas (including A Zones). Areas that
have been determined to be prone to Hooding and that are not
subject to high-velocity wave action shall be designated as
flood hazard areas. Flood hazard areas that have been delin¬
eated as subject to wave heights between 1 ’/ 2 feet (457 mm)
and 3 feet (914 mm) or otherwise designated by the jurisdic¬
tion shall be designated as Coastal A Zones and are subject to
the requirements of Section R322.3. Buildings and structures
constructed in whole or in part in Hood hazard areas shall be

designed and constructed in accordance with Sections
R322.2.1 through R322.2.3.

R322.2.1 Elevation requirements.

1. Buildings and structures in Hood hazard areas,
including Hood hazard areas designated as Coastal
A Zones, shall have the lowest floors elevated to or
above the base flood elevation plus 1 foot (305 mm),
or the design flood elevation, whichever is higher.

2. In areas of shallow Hooding (AO Zones), buildings
and structures shall have the lowest floor (including
basement) elevated to a height above the highest
adjacent grade of not less than the depth number
specified in feet (mm) on the FIRM plus 1 foot (305
mm), or not less than 3 feet (915 mm) if a depth
number is not specified.

3. Basement floors that are below grade on all sides
shall be elevated to or above base flood elevation
plus 1 foot (305 mm), or the design Hood elevation,
whichever is higher.

Exception: Enclosed areas below the design flood ele¬
vation, including basements with floors that are not
below grade on all sides, shall meet the requirements of
Section R322.2.2.

R322.2.2 Enclosed area below design flood elevation.

Enclosed areas, including crawl spaces, that are below the

design flood elevation shall:

1. Be used solely for parking of vehicles, building
access or storage.

2. Be provided with flood openings that meet the fol¬
lowing criteria and are installed in accordance with
Section R322.2.2.1:

2.1. The total net area of non-engineered openings | |

shall be not less than 1 square inch (645 mm 2 )
for each square foot (0.093 m 2 ) of enclosed
area where the enclosed area is measured on
the exterior of the enclosure walls, or the open¬
ings shall be designed as engineered openings
and the construction documents shall include a
statement by a registered design professional
that the design of the openings will provide for
equalization of hydrostatic Hood forces on
exterior walls by allowing for the automatic
entry and exit of floodwaters as specified in
Section 2.1.22 of ASCE 24. | |

2.2. Openings shall be not less than 3 inches (76
mm) in any direction in the plane of the wall.

2.3. The presence of louvers, blades, screens and
faceplates or other covers and devices shall
allow the automatic How of floodwater into
and out of the enclosed areas and shall be
accounted for in the determination of the net
open area.

R322.2.2.1 Installation of openings. The walls of
enclosed areas shall have openings installed such that:

1. There shall be not less than two openings on dif¬
ferent sides of each enclosed area; if a building

2016 CALIFORNIA RESIDENTIAL CODE

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has more than one enclosed area below the design
Hood elevation, each area shall have openings.

2. The bottom of each opening shall be not more
than I foot (305 mm) above the higher of the
final interior grade or floor and the finished exte¬
rior grade immediately under each opening.

3. Openings shall be permitted to be installed in
doors and windows; doors and windows without
installed openings do not meet the requirements
of this section.

R322.2.3 Foundation design and construction. Founda¬
tion walls for buildings and structures erected in flood haz¬
ard areas shall meet the requirements of Chapter 4.

Exception: Unless designed in accordance with Sec¬
tion R404:

1. The unsupported height of 6-inch (152 mm) plain
masonry walls shall be not more than 3 feet (914
mm).

2. The unsupported height of 8-inch (203 mm) plain
masonry walls shall be not more than 4 feet (1219
mm).

3. The unsupported height of 8-inch (203 mm) rein¬
forced masonry walls shall be not more than 8
feet (2438 mm).

For the purpose of this exception, unsupported height is
the distance from the finished grade of the under-floor
space to the top of the wall.

R322.2.4 Tanks. Underground tanks shall be anchored to
prevent flotation, collapse and lateral movement under
conditions of the base flood. Above-ground tanks shall be
installed at or above the elevation required in Section
R322.2.1 or shall be anchored to prevent flotation, col¬
lapse and lateral movement under conditions of the base
flood.

R322.3 Coastal high-hazard areas (including V Zones and
Coastal A Zones, where designated). Areas that have been
determined to be subject to wave heights in excess of 3 feet
(914 mm) or subject to high-velocity wave action or wave-
induced erosion shall be designated as coastal high-hazard
areas. Flood hazard areas that have been designated as subject
to wave heights between 1 1 / 2 feet (457 mm) and 3 feet (914
mm) or otherwise designated by the jurisdiction shall be des¬
ignated as Coastal A Zones. Buildings and structures con¬
structed in whole or in part in coastal high-hazard areas and
coastal A Zones, where designated, shall be designed and con¬
structed in accordance with Sections R322.3 1 through
R322.3.7.

R322.3.1 Location and site preparation.

1. New buildings and buildings that are determined to
be substantially improved pursuant to Section
R105.3.1.1 shall be located landward of the reach of
mean high tide.

2. For any alteration of sand dunes and mangrove
stands, the building official shall require submission
of an engineering analysis that demonstrates that the

proposed alteration will not increase the potential
for flood damage.

R322.3.2 Elevation requirements.

1. Buildings and structures erected within coastal high-
hazard areas and Coastal A Zones, shall be elevated
so that the bottom of the lowest horizontal structural
members supporting the lowest floor, with the
exception of piling, pile caps, columns, grade beams
and bracing, is elevated to or above the base flood
elevation plus 1 foot (305 mm) or the design flood
elevation, whichever is higher.

2. Basement floors that are below grade on all sides are
prohibited.

3. The use of fill for structural support is prohibited.

4. Minor grading, and the placement of minor quanti¬
ties of fill, shall be permitted for landscaping and for
drainage purposes under and around buildings and
for support of parking slabs, pool decks, patios and
walkways.

5. Walls and partitions enclosing areas below the
design flood elevation shall meet the requirements
of Sections R322.3.4 and R322.3.5.

R322.3.3 Foundations. Buildings and structures erected in
coastal high-hazard areas and Coastal A Zones shall be sup¬
ported on pilings or columns and shall be adequately
anchored to such pilings or columns. The space below the
elevated building shall be either free of obstruction or, if
enclosed with walls, the walls shall meet the requirements
of Section R322.3.4. Pilings shall have adequate soil pene¬
trations to resist the combined wave and wind loads (lateral
and uplift). Water-loading values used shall be those asso¬
ciated with the design flood. Wind-loading values shall be
those required by this code. Pile embedment shall include
consideration of decreased resistance capacity caused by
scour of soil strata surrounding the piling. Pile systems
design and installation shall be certified in accordance with
Section R322.3.6. Spread footing, mat, raft or other foun¬
dations that support columns shall not be permitted where
soil investigations that are required in accordance with Sec¬
tion R401.4 indicate that soil material under the spread
footing, mat, raft or other foundation is subject to scour or
erosion from wave-velocity flow conditions. If permitted,
spread footing, mat, raft or other foundations that support
columns shall be designed in accordance with ASCE 24.
Slabs, pools, pool decks and walkways shall be located and
constructed to be structurally independent of buildings and
structures and their foundations to prevent transfer of flood
loads to the buildings and structures during conditions of
flooding, scour or erosion from wave-velocity flow condi¬
tions, unless the buildings and structures and their founda¬
tions are designed to resist the additional flood load.

Exception: In Coastal A Zones, stem wall foundations
supporting a floor system above and backfilled with
soil or gravel to the underside of the floor system shall
be permitted provided the foundations are designed to
account for wave action, debris impact, erosion and

110

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local scour. Where soils are susceptible to erosion and
local scour, stem wall foundations shall have deep foot¬
ings to account for the loss of soil.

R322.3.4 Walls below design flood elevation. Walls and
partitions are permitted below the elevated floor, provided
that such wails and partitions are not part of the structural
support of the building or structure and:

1. Electrical, mechanical and plumbing system compo¬
nents are not to be mounted on or penetrate through
walls that are designed to break away under flood
loads; and

2. Are constructed with insect screening or open lat¬
tice; or

3. Are designed to break away or collapse without
causing collapse, displacement or other structural
damage to the elevated portion of the building or
supporting foundation system. Such walls, framing
and connections shall have a resistance of not less
than 10 (479 Pa) and not more than 20 pounds per
square foot (958 Pa) as determined using allowable
stress design; or

4. Where wind loading values of this code exceed 20
pounds per square foot (958 Pa), as determined
using allowable stress design, the construction docu¬
ments shall include documentation prepared and
sealed by a registered design professional that:

4.1. The walls and partitions below the design
flood elevation have been designed to col¬
lapse from a water load less than that which
would occur during the base flood.

4.2. The elevated portion of the building and sup¬
porting foundation system have been
designed to withstand the effects of wind and
flood loads acting simultaneously on struc¬
tural and nonstructural building components.
Water-loading values used shall be those
associated with the design flood. Wind-load¬
ing values shall be those required by this code.

5. Walls intended to break away under flood loads as
specified in Item 3 or 4 have flood openings that
meet the criteria in Section R322.2.2, Item 2.

R322.3.5 Enclosed areas below design flood elevation.

Enclosed areas below the design flood elevation shall be
used solely for parking of vehicles, building access or stor¬
age.

R322.3.5.1 Protection of building envelope. An exte¬
rior door that meets the requirements of Section R609
shall be installed at the top of stairs that provide access
to the building and that are enclosed with walls
designed to break away in accordance with Section
R322.3.4.

R322.3.6 Construction documents. The construction
documents shall include documentation that is prepared
and sealed by a registered design professional that the
design and methods of construction to be used meet the
applicable criteria of this section.

R322.3.7 Tanks. Underground tanks shall be anchored to
prevent flotation, collapse and lateral movement under
conditions of the base flood. Above-ground tanks shall be
installed at or above the elevation required in Section
R322.3.2. Where elevated on platforms, the platforms
shall be cantilevered from or knee braced to the building
or shall be supported on foundations that conform to the
requirements of Section R322.3.

SECTION R323
STORM SHELTERS

R323.1 General. This section applies to storm shelters where
constructed as separate detached buildings or where con¬
structed as safe rooms within buildings for the purpose of
providing refuge from storms that produce high winds, such
as tornados and hurricanes. In addition to other applicable
requirements in this code, storm shelters shall be constructed
in accordance with ICC/NSSA-500.

SECTION 324

SOLAR ENERGY SYSTEMS

R324.1 General. Solar energy systems shall comply with the
provisions of this section.

R324.2 Solar thermal systems. Solar thermal systems shall
be designed and installed in accordance with the California
Plumbing Code and the California Fire Code .

R324.3 Photovoltaic systems. Photovoltaic systems shall be
designed and installed in accordance with Sections R324.3.1
through R324.6.1 and the California Electrical Code. Invert- | |
ers shall be listed and labeled in accordance with UL 1741.
Systems connected to the utility grid shall use inverters listed
for utility interaction.

R324.3.1 Equipment listings. Photovoltaic panels and
modules shall be listed and labeled in accordance with UL
1703.

R324.4 Rooftop-mounted photovoltaic systems. Rooftop-
mounted photovoltaic panel systems installed on or above the
roof covering shall be designed and installed in accordance
with Section R907.

R324.4.1 Roof live load. Roof structures that provide sup¬
port for photovoltaic panel systems shall be designed for
applicable roof live load. The design of roof structures
need not include roof live load in the areas covered by
photovoltaic panel systems. Portions of roof structures not
covered by photovoltaic panels shall be designed for roof
Live load. Roof structures that provide support for photo¬
voltaic panel systems shall be designed for live load, L R ,
for the load case where the photovoltaic panel system is
not present.

R324.5 Building-integrated photovoltaic systems. Build¬
ing-integrated photovoltaic systems that serve as roof cover¬
ings shall be designed and installed in accordance with
Section R905.

R324.5.1 Photovoltaic shingles. Photovoltaic shingles
shall comply with Section R905.16.

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R324.6 Ground-mounted photovoltaic systems. Ground-
mounted photovoltaic systems shall be designed and in¬
stalled in accordance with Section R301.

R324.6.1 Fire separation distances. Ground-mounted
photovoltaic systems shall be subject to the fire separation
distance requirements determined by the enforcing agency.

R324.7 Access and pathways. Roof access, pathways and
spacing requirements shall be provided in accordance with
Sections R324.7.1 through R324.7.2.7.

Exceptions:

1. Detached, nonhabitable Group U Structures includ¬
ing, but not limited to, garages and accessory struc¬
tures to one- and two-family dwellings and
town houses, such as parking shade structures, car¬
ports, solar trellises and similar structures.

2. Roof access, pathways and spacing requirements
need not be provided where an alternative ventilation
method approved by the enforcing agency has been
provided or where the enforcing agency has deter¬
mined that vertical ventilation techniques will not be
employed.

R324.7.1 Roof access points. Roof access points shall be
located in areas that do not require the placement of
ground ladders over openings such as windows or doors,
and located at strong points of building construction in
locations where the access point does not conflict with
overhead obstructions such as tree limbs, wires or signs.

R324.7.2 Solar photovoltaic systems. Solar photovoltaic
systems shall comply with Sections R324.7.2.1 through
R324.7.2.7.

R324.7.2.1 Size of solar photovoltaic array. Each
photovoltaic array shall be limited to 150 feet by 150
feet (45 720 by 45 720 mm). Multiple arrays shall be
separated by a clear access pathway not less than 3 feet
(914 mm) in width.

R324.7.2.2 Hip roof layouts. Panels and modules
installed on dwellings with hip roof layouts shall be
located in a manner that provides a clear access path¬
way not less than 3 feet (914 mm) in width from the
eave to the ridge on each roof slope where panels and
modules are located. The access pathway shall be
located at a structurally strong location on the building
capable of supporting the live load of fire fighters
accessing the roof.

Exception: These requirements shall not apply to
roofs with slopes of 2 units vertical in 12 units hori¬
zontal (16.6 percent) and less.

R324.7.2.3 Single ridge roofs. Panels and modules
installed on dwellings with a single ridge shall be
located in a manner that provides two, 3-foot-wide (914
mm) access pathways from the eave to the ridge on
each roof slope where panels or modules are located.

Exception: This requirement shall not apply to
roofs with slopes of 2 units vertical in 12 units hori¬
zontal (16.6 percent) and less.

R324.7.2.4 Roofs with hips and valleys. Panels and
modules installed on dwellings with roof hips or valleys
shall not be located less than 18 inches (457 mm) from a
hip or valley where panels or modules are to be placed
on both sides of a hip or valley. Where panels are to be
located on one side only of a hip or valley that is of equal
length, the 18-inch (457 mm) clearance does not apply.

Exception: These requirements shall not apply to
roofs with slopes of 2 units vertical in 12 units hori¬
zontal (16.6 percent) and less.

R324.7.2.5 Allowance for smoke ventilation opera¬
tions. Panels and modules installed on dwellings shall
not be located less than 3 feet (914 mm) below the roof
ridge to allow for fire department smoke ventilation oper¬
ations.

Exception: Where an alternative ventilation method
approved by the enforcing agency has been provided
or where the enforcing agency has determined that
vertical ventilation techniques will not be employed,
clearance from the roof ridge is not required.

R324.7.2.6 Ground-mounted photovoltaic arrays.

Ground mounted photovoltaic arrays shall comply with
this section and the California Electrical Code. Setback
requirements shall not apply to ground-mounted, free¬
standing photovoltaic arrays. A clear, brush-free area
of 10 feet (3048 mm) shall be required for ground-
mounted photovoltaic arrays.

R324.7.2.7 Locations of DC conductors . Conduit , wir¬
ing systems, and raceways for photovoltaic circuits
shall be located as close as possible to the ridge or hip
or valley and from the hip or valley as directly as possi¬
ble to an outside wall to reduce trip hazards and maxi¬
mize ventilation opportunities. Conduit runs between
sub arrays and to DC combiner boxes shall be installed
in a manner that minimizes the total amount of conduit
on the roof by taking the shortest path from the array to
the DC combiner box. The DC combiner boxes shall be
located such that conduit runs are minimized in the
pathways between arrays. DC wiring shall be installed
in metallic conduit or raceways when located within
enclosed spaces in a building. Conduit shall run along
the bottom of load bearing members.

SECTION R325
MEZZANINES

R325.1 General. Mezzanines shall comply with Section
R325.

R325.2 Mezzanines. The clear height above and below mezza¬
nine floor construction shall be not less than 7 feet (2134 mm).

R325.3 Area limitation. The aggregate area of a mezzanine
or mezzanines shall be not greater than one-third of the floor
area of the room or space in which they are located. The
enclosed portion of a room shall not be included in a determi¬
nation of the floor area of the room in which the mezzanine is
located.

112

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FOUNDATIONS

FROST-PROTECTION —
SHALLOW FOUNDATION

FOUNDATION OF HEATED
STRUCTURE PER
SECTIONS R403.1,

R403.2, AND R403.3.2

y-1

\ 1

INSIDE CORNER

FIGURE R403.3(4)

INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS ADJACENT TO HEATED STRUCTURE

TABLE R403.4

MINIMUM DEPTH OF CRUSHED STONE FOOTINGS 3 (D), (inches)

NUMBER

STORIES

UNIFORM

WALL

LOAD

LOAD-BEARING VALUE OF SOIL (psf)

1500

2000 !

3000

4000

MH, CH, CL, ML

SC, GC, SM, GM, SP, SW

GP, GW

Wall width (inches)

Conventional light-frame construction

1 -story

1100 plf

2-story

1800 plf

3-story

2900 plf

4-inch brick veneer over light-frame or 8-inch hollow concrete masonry

1 -story

1500 plf

2-story

2700 plf

3-story

4000 plf

| 8-inch solid or fully grouted masonry

1 -story

2000 plf

2-story

3600 plf

3-story

5300 plf

For SI: I inch = 25.4 mm, 1 plf = 14.6 N/m, 1 pound per square foot = 47.9 N/m 2 .

a. Linear interpolation of stone depth between wall widths is permitted within each Load-Bearing Value of Soil (psf).

2016 CALIFORNIA RESIDENTIAL CODE

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149

FOUNDATIONS

PRECAST
/ CONCRETE

f XA/AI I

CRASHED STONE

FOOTING \

INTERIOR

lx v 0 y

.. » i

- W - ft.

PRECAST

CONCRETE

WALL

FIGURE R403.4(1)

BASEMENT OR CRAWL SPACE WITH PRECAST
FOUNDATION WALL BEARING ON CRUSHED STONE

FIGURE R403.4(2)

BASEMENT OR CRAWL SPACE WITH PRECAST
FOUNDATION WALL ON SPREAD FOOTING

SECTION R404

FOUNDATION AND RETAINING WALLS

R404.1 Concrete and masonry foundation walls. Concrete
foundation walls shall be selected and constructed in accor¬
dance with the provisions of Section R404.1.3. Masonry
foundation walls shall be selected and constructed in accor¬
dance with the provisions of Section R404.1.2.

R404.1.1 Design required. Concrete or masonry founda¬
tion walls shall be designed in accordance with accepted
engineering practice where either of the following condi¬
tions exists:

1. Walls are subject to hydrostatic pressure from
ground water.

2. Walls supporting more than 48 inches (1219 mm) of
unbalanced backfill that do not have permanent lat¬
eral support at the top or bottom.

R404.1.2 Design of masonry foundation walls. Masonry
foundation walls shall be designed and constructed in
accordance with the provisions of this section or in accor¬
dance with the provisions of TMS 402/ACI 530/ASCE 5.
When TMS 402/ACI 530/ASCE 5 or the provisions of this
section are used to design masonry foundation walls, proj¬
ect drawings, typical details and specifications are not
required to bear the seal of the architect or engineer
responsible for design, unless otherwise required by the
state law of the jurisdiction having authority.

R404.1.2.1 Masonry foundation walls. Concrete
masonry and clay masonry foundation walls shall be
constructed as set forth in Table R404.1.1(1),

R404.1.1(2), R404.1.1(3) or R404.1.1(4) and shall also
comply with applicable provisions of Section R606. In
buildings assigned to Seismic Design Categories D 0 , D,
and D 2 , concrete masonry and clay masonry foundation
walls shall also comply with Section R404.1.4.1. Rub¬
ble stone masonry foundation walls shall be con¬
structed in accordance with Sections R404.1.8 and
R606.4.2. Rubble stone masonry walls shall not be j |
used in Seismic Design Categories D 0 , D, and D 2 .

R404.1.3 Concrete foundation walls. Concrete founda¬
tion walls that support light-frame walls shall be designed
and constructed in accordance with the provisions of this
section, ACI 318, ACI 332 or PC A 100. Concrete founda¬
tion walls that support above-grade concrete walls that are
within the applicability limits of Section R608.2 shall be
designed and constructed in accordance with the provi¬
sions of this section, ACI 318, ACI 332 or PC A 100. Con¬
crete foundation walls that support above-grade concrete
walls that are not within the applicability limits of Section
R608.2 shall be designed and constructed in accordance
with the provisions of ACI 318, ACI 332 or PCA 100.
When ACI 318, ACI 332, PCA 100 or the provisions of
this section are used to design concrete foundation walls,
project drawings, typical details and specifications are not
required to bear the seal of the architect or engineer
responsible for design, unless otherwise required by the
state law of the jurisdiction having authority.

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FLOORS

For SI: 1 inch = 25.4 rmn.

FIGURE 507.2.3(1)

DECK ATTACHMENT FOR LATERAL LOADS

NOTE:

THIS DETAIL IS APPLICABLE
WHERE FLOOR JOISTS ARE
PARALLEL TO DECK JOISTS.

SHEATHING

SIDING

FLASHING FOR
WATER TIGHTNESS

DECKING

APPROVED JOIST HANGERS

2" MIN

2x LEDGER WITH FASTENERS
IN ACCORDANCE WITH TABLE R5G7.2

HOLD-DOWN DEVICE MIN 750 LB. CAPACITY
AT 4 LOCATIONS, EVENLY DISTRIBUTED
ALONG DECK AND ONE WITHIN 24" OF EACH
END OF THE LEDGER. HOLD-DOWN DEVICES
SHALL FULLY ENGAGE DECK JOIST PER
HOLD-DOWN MANUFACTURER.

V~ A FULLY THREADED V DIAMETER LAG

SCREW PREDRILLED W/ MIN. 3" PENETRATION
TO CENTER OF TOP PLATE, STUDS, OR HEADER.

For SI: 1 inch = 25.4 mm, I fool: = 304.8 mm.

FIGURE R507.2.3(2)

DECK ATTACHMENT FOR LATERAL LOADS

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FLOORS

R507.7 Deck joist and deck beam bearing. The ends of
each joist and beam shall have not less than V/ 2 inches (38
mm) of bearing on wood or metal and not less than 3 inches
(76 mm) on concrete or masonry for the entire width of the
beam. Joist framing into the side of a ledger board or beam
shall be supported by approved joist hangers. Joists bearing
on a beam shall be connected to the beam to resist lateral dis¬
placement.

R507.7.1 Deck post to deck beam. Deck beams shall be
attached to deck posts in accordance with Figure R507.7.1
or by other equivalent means capable to resist lateral dis¬
placement. Manufactured post-to-beam connectors shall
be sized for the post and beam sizes. All bolts shall have
washers under the head and nut.

Exception: Where deck beams bear directly on foot¬
ings in accordance with Section R507.8.1.

TABLE R507.4
MAXIMUM JOIST SPACING

MATERIAL TYPE AND NOMINAL SIZE

MAXIMUM ON-CENTER JOIST SPACING

Perpendicular to joist

Diagonal to joist 9

lV 4 -inch-thick wood

16 inches

12 inches

2-inch-thick wood

24 inches

16 inches

Plastic composite

In accordance with Section R507.3

For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, I degree = 0.01745 rad.
a. Maximum angle of 45 degrees from perpendicular for wood deck boards

TABLE R507.5

> DECK JOIST SPANS FOR COMMON LUMBER SPECIES (ft. - in.)

SPECIES 8

SIZE

SPACING OF DECK JOISTS WITH NO CANTILEVERS *
(inches)

SPACING OF DECK JOISTS WITH CANTILEVERS'
(inches)

Southern pine

2X6

9-11

9-0

7-7

6-8

2X8

13-1

11-10

9-8

10-1

9-8

2 x 10

16-2

14-0

11-5

14-6

14-0

11-5

2 x 12

18-0

16-6

13-6

18-0

16-6

13-6

Douglas fir-larch* 1 ,
hem-fir 11
spruce-pine-fir 1 '

2X6

9-6

8-8

7-2

6-3

2x8

12-6

11-1

9-1

9-5

9-1

2 X 10

15-8

13-7

11-1

13-7

11-1

2 x 12

18-0

15-9

12-10

18-0

15-9

12-10

Redwood,
western cedars,
ponderosa pine 0 ,
red pine 0

2X6

8-10

8-0

7-0

5-7

2X8

11-8

10-7

8-8

8-6

2 x 10

14-11

13-0

10-7

12-3

10-7

2 X 12

17-5

15-1

12-4

16-5

15-1

12-4

For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg.

a. No. 2 grade with wet service factor.

b. Ground snow load, live load = 40 psf, dead load - 10 psf, L/A - 360.

c. Ground snow load, live load = 40 psf, dead load = 10 psf, L/A = 360 at main span, L/A = 180 at cantilever with a 220-pound point load applied to end.

d. Includes incising factor.

e. Northern species with no incising factor

f. Cantilevered spans not exceeding the nominal depth of the joist are permitted.

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WALL CONSTRUCTION

S NOTE: IF THE DIAGONAL WALL IS GREATER

> THAN 8 FEET LONG, THEN IT MUST BE TREATED

S AS A SEPARATE BRACED WALL LINE.

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.1.4
ANGLED WALLS

S H EATHIN G M E TH GDS
REQUIRE ALL FRAMED
PORTIONS OF THE BRACED
WALL LINE TO BE SHEATHED.

For SI: 1 foot = 304.8 mm.

FIGURE R602.10.2.2
LOCATION OF BRACED WALL PANELS

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WALL CONSTRUCTION

I I

TABLE R602.10.3(1)

BRACING REQUIREMENTS BASED ON WIND SPEED

• EXPOSURE CATEGORY B
® 30-FOOT MEAN ROOF HEIGHT

® 10-FOOT WALL HEIGHT

® 2 BRACED WALL LINES

Ultimate
Design Wind
Speed

(mph)

Story Location

Braced Wall
Line Spacing
(feet) c

< I 10

"To

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS
REQUIRED ALONG EACH BRACED WALL LINE 8

Method LIB

3.5
6.0

8.5

11.5
14.0

16.5

6.5

11.5

16.5

21.5

26.5

31.5
NP
NP
NP
NP
NP
NP

3.5

6.5

9.5

12.5
15.0
18.0
7.0

12.5
18.0

23.5
29.0

34.5
NP
NP
NP
NP
NP
NP

Method GB

3.5
6.0

8.5

11.5
14.0

16.5

6.5

11.5

16.5

21.5

26.5

31.5

9.5
17.0

24.5
32.0

39.5

46.5

3.5

6.5

9.5

12.5
15.0
18.0
7.0

12.5
18.0

23.5
29.0

34.5

Too

18.5
27.0
35.0
43.0
51.0

Methods
DWB, WSP, SFB,
PBS, PCP, HPS,
BV-WSP, ABW, PFH,
PFC, CS-SFB

3.5
5.0

6.5
8.0

9.5
15

6.5

9.5

12.5

15.5
18.0
15
10.0
14.0

18.5

22.5

26.5

3.5

5.5
7.0
9.0

10.5

7.5

10.5

13.5

16.5
20.0
To
11.0

15.5
20.0

24.5
29.0

Methods
CS-WSP, CS-G,
CS-PF

1.5
3.0

4.5

5.5
7.0
8.0
3.0

5.5
8.0

10.5
13.0

15.5

4.5

8.5
12.0

15.5
19.0
23.0
2.0

3.5

4.5
6.0

7.5
9.0

3.5

6.5
9.0

11.5
14.0
17.0
5.0
9.0
13.0
17.0
21.0
25.0

(continued)

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WALL CONSTRUCTION

TABLE R602.10.3(3)—continued

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY

SOIL CLASS D b

WALL HEIGHT = 10 FEET

10 PSF FLOOR DEAD LOAD

15 PSF ROOF/CEILING DEAD LOAD

BRACED WALL LINE SPACING < 25 FEET

MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS
REQUIRED ALONG EACH BRACED WALL LINE 3

Seismic Design
Category

Story Location

Braced Wall
Line Length
(feet) c

Method LlB d

Method GB

Methods
DWB, SFB,
PBS, PCP,
HPS, CS-
SFB e

Method

WSP

Methods

CS-WSP,

CS-G

3.0

6.0

9.0

12.0

15.0

6.0

12.0

18.0

24.0

30.0

8.5
17.0

25.5
34.0

42.5

3.0

6.0

9.0

12.0

15.0

6.0

12.0

18.0

24.0

30.0

8.5
17.0

25.5
34.0

42.5

2.0

4.0

6.0

8.0

10.0

4.5
9.0

13.5
18.0

22.5

6.0

12.0

18.0

24.0

30.0

1.7

3.4
5.1

6.8

8.5

3.8

7.7

11.5

15.3

19.1

5.1

10.2

15.3

20.4

25.5

Cripple wall below
one- or two-story dwelling

4.0

8.0

12.0

16.0

20.0

7.5
15.0

22.5
30.0

37.5

4.0

8.0

12.0

16.0

20.0

7.5
15.0

22.5
30.0

37.5

2.5
5.0

7.5
10.0

12.5

5.5
11.0

16.5
22.0

27.5

7.5
15.0

22.5
30.0

37.5

2.1

4.3

6.4

8.5
10.6

4.7

9.4
14.0

18.7

23.4

6.4

12.8

19.1

25.5

31.9

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa.

a. Linear interpolation shall be permitted.

b. Wall bracing lengths are based on a soil site class “D.” Interpolation of bracing length between the S (h values associated with the seismic design categories
shall be permitted when a site-specific S lls value is determined in accordance with Section 1613.3 of the California Building Code.

c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segments having lengths of 50 feet or
less, and the amount of bracing within each segment shall be in accordance with this table.

d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3(l) for exterior sheathing or
Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8 inches.

e. Method CS-SFB does not apply in Seismic Design Categories D 0 , D, and D 2 .

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WALL CONSTRUCTION

TABLE R602.10.3(4)

SEISMIC ADJUSTMENT FACTORS TO THE REQUIRED LENGTH OF WALL BRACING

ITEM

NUMBER

ADJUSTMENT
BASED ON:

STORY

CONDITION

ADJUSTMENT
FACTOR 3 b
[Multiply length
from Table
R602.10.3(3) by this
factor]

APPLICABLE

METHODS

Story height
(Section 301.3)

Any story

<10 feet

>10 feet and < 12 feet

1.0

1.2

All methods

Braced wall line
spacing, townhouses in
SDC C

Any story

< 35 feet

> 35 feet and < 50 feet

1.0

1.43

Braced wall line
spacing, in SDC D 0 ,

d„d 2 c

Any story

> 25 feet and < 30 feet

> 30 feet and < 35 feet

1.2

1.4

Wall dead load

Any story

> 8 psf and < 1 5 psf
< 8 psf

1.0

0.85

Roof/ceiling dead load
for wall supporting

1 -, 2- or 3-story building

<15 psf

1.0

2- or 3-story building

> 15 psf and < 25 psf

1.1

1.2

1 -story building

Walls with stone
or masonry veneer,
townhouses in

SDC e u

& f?i

1.0

All methods

1.5

Walls with stone or
masonry veneer,
detached one- and
two-family dwellings
inSDCD () -D 2 tU

Any story

See Table R602.10.6.5

___

BV-WSP

Interior gypsum board
finish (or equivalent)

Any story

Omitted from
inside face of braced
wall panels

1.5

DWB, WSP,
SFB, PBS, PCP,
HPS, CS-WSP,
CS-G, CS-SFB

For SI: 1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa.

a. Linear interpolation shall be permitted.

b. The total length of bracing required for a given wall line is the product of all applicable adjustment factors.

c. The length-to-width ratio for the floor/roof diaphragm shall not exceed 3:1. The top plate lap splice nailing shall be in accordance with Table R602.3( 1), Item 13.

d. Applies to stone or masonry veneer exceeding the first story height.

e. The adjustment factor for stone or masonry veneer shall be applied to ail exterior braced wall lines and all braced wall lines on the interior of the building,
backing or perpendicular to and laterally supported veneered walls.

f. See Section R602.10.6.5 for requirements where stone or masonry veneer does not exceed the first-story height.

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WALL COVERING

R702.3.2 Wood framing. Wood framing supporting gyp¬
sum board and gypsum panel products shall be not less than
2 inches (51. mm) nominal thickness in the least dimension
except that wood furring strips not less than 1-inch by 2-
inch (25 mm by 51 mm) nominal dimension shall be permit¬
ted to be used over solid backing or framing spaced not
more than 24 inches (610 mm) on center.

R792.3.3 Cold-formed steel framing. Cold-formed
steel framing supporting gypsum board and gypsum
panel products shall be not less than 1 */ 4 inches (32 mm)

wide in the least dimension. Nonload-bearing cold-
formed steel framing shall comply with AISI S220 and
ASTM C645, Section 10. Load-bearing cold-formed
steel framing shall comply with AISI S200 and ASTM
C955, Section 8.

R702.3.4 Insulating concrete form walls. Foam plastics
for insulating concrete form walls constructed in accor¬
dance with Sections R404.1.2 and R608 on the interior of
habitable spaces shall be protected in accordance with
Section R316.4. Use of adhesives in conjunction with

TABLE R702.3.5

MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD AND GYPSUM PANEL PRODUCTS

THICKNESS OF
GYPSUM BOARD
OR GYPSUM
PANEL
PRODUCTS
(inches)

APPLICATION

ORIENTATION OF
GYPSUM BOARD OR
GYPSUM PANEL
PRODUCTS TO
FRAMING

MAXIMUM
SPACING OF
FRAMING
MEMBERS
(inches o.c.)

MAXIMUM SPACING OF
FASTENERS (inches)

SIZE OF NAILS FOR APPLICATION

TO WOOD FRAMING"

Nails 3

Screws b

Application without adhesive

Ceiling 11

Perpendicular

13 gage, 1'//' long, l9 / w * head; 0.098" diameter, 1
long, annular-ringed; or 4d cooler nail, 0.080"
diameter, l 3 / 8 " long, 7 / 32 " head.

Wall

Either direction

Ceiling

Either direction

13 gage, IV l° n S’ X> !(a " head; 0.098" diameter, l‘/ 4 "
long, annular-ringed; 5d cooler nail, 0.086" diameter,
1%" long, l5 / r>4 " head; or gypsum board nail, 0.086"
diameter, 1 5 / 8 " long, 9 / 32 " head.

Ceiling 41

Perpendicular

Wall

Either direction

Wall

Either direction

Ceiling

Either direction

13 gage, 1 %" long, '%/' head; 0.098" diameter, 1 3 / 8 "
long, annular-ringed; 6d cooler nail, 0.092" diameter,
l 7 / 8 " long, V 4 " head; or gypsum board nail, 0.0915"
diameter, l 7 / 8 "long, V) / M " head.

Ceiling

Perpendicular

Type X at
garage ceiling
beneath

habitable rooms

Perpendicular

I 7 /" long 6d coated nails or equivalent drywall screws.
Screws shall comply with Section R702.3.5. I

Wall

Either direction

13 gage, 1 5 / 8 " long, iy / 64 " head; 0.098" diameter, l 3 / H "
long, annular-ringed; 6d cooler nail, 0.092" diameter,
l 7 / 8 " long, l / 4 " head; or gypsum board nail, 0.0915"
diameter, 1 7 / 8 " long, l9 i M " head.

Wall

Either direction

Application with adhesive

Ceiling 11

Perpendicular

Same as above for 3 / 8 " gypsum board and gypsum
panel products.

Wall

Either direction

'4 °r 5 /*

Ceiling

Either direction

Same as above for V 2 " and V 8 " gypsum board and
gypsum panel products, respectively.

Ceiling* 1

Perpendicular

1.6

Wall

Either direction

Two

3 / 8 layers

Ceiling

Perpendicular

Base ply nailed as above for ’/ 2 " gypsum board and
gypsum panel products; face ply installed with
adhesive.

Wall

Either direction

For SI: 1 inch = 25.4 mm.

a. For application without adhesive, a pair of nails spaced not less than 2 inches apart or more than 2'/ 2 inches apart shall be permitted to be used with the pair of
nails spaced 12 inches on center.

b. Screws shall be in accordance with Section R702.3.5.1. Screws for attaching gypsum board or gypsum panel products to structural insulated panels shall
penetrate the wood structural panel facing not less than 7 / J6 inch.

c. Where cold-formed steel framing is used with a clinching design to receive nails by two edges of metal, the nails shall be not less than 5 /„ inch longer than the
gypsum board or gypsum panel product thickness and shall have ringed shanks. Where the cold-formed steel framing has a nailing groove formed to receive
the nails, the nails shall have barbed shanks or be 5d, 13 l / 2 gage, 1 5 / g inches long, ,5 / M -inch head for V 2 -inch gypsum board or gypsum panel product; and 6d,
13 gage, \\inches long, 'V^-inch head for 5 / 8 -inch gypsum board or gypsum panel product.

d. Three-eighths-inch-thick single-ply gypsum board or gypsum panel product shall not be used on a ceiling where a water-based textured finish is to be applied,
or where it will be required to support insulation above a ceiling. On ceiling applications to receive a water-based texture material, either hand or spray
applied, the gypsum board or gypsum panel product shall be applied perpendicular to framing. Where applying a water-based texture material, the minimum
gypsum board thickness shall be increased from 3 / 8 inch to V 2 inch for 16-inch on center framing, and from '/ 2 inch to 5 / x inch for 24-inch on center framing or
'/ 2 -inch sag-resistant gypsum ceiling board shall be used.

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397

WALL COVERING

mechanical fasteners is permitted. Adhesives used for
interior and exterior finishes shall be compatible with the
insulating form materials.

R702.3.5 Application. Supports and fasteners used to
attach gypsum board and gypsum panel products shall com¬
ply with Table R702.3.5. Gypsum sheathing shall be
attached to exterior walls in accordance with Table
R602.3( 1). Gypsum board and gypsum panel products shall
be applied at right angles or parallel to framing members.
All edges and ends of gypsum board and gypsum panel
products shall occur on the framing members, except those
edges and ends that are perpendicular to the framing mem¬
bers. Interior gypsum board shall not be installed where it is
directly exposed to the weather or to water.

R702.3.5.1 Screw fastening. Screws for attaching gyp¬
sum board and gypsum panel products to wood framing
shall be Type W or Type S in accordance with ASTM
C1002 and shall penetrate the wood not less than 5 / 8 inch
(15.9 mm). Gypsum board and gypsum panel products
shall be attached to cold-formed steel framing with min¬
imum No. 6 screws. Screws for attaching gypsum board
and gypsum panel products to cold-formed steel framing
less than 0.033 inch (1 mm) thick shall be Type S in
accordance with ASTM Cl002 or bugle head style in
accordance with ASTM Cl 513 and shall penetrate the
steel not less than 3 / 8 inch (9.5 mm). Screws for attaching
gypsum board and gypsum panel products to cold-
formed steel framing 0.033 inch to 0.112 inch (1 mm to
3 mm) thick shall be in accordance with ASTM C954 or
bugle head style in accordance with ASTM 0513.
Screws for attaching gypsum board and gypsum panel
products to structural insulated panels shall penetrate the
wood structural panel facing not less than 7 / l6 inch (11.1
mm).

R702.3.6 Horizontal gypsum board diaphragm ceil¬
ings. Gypsum board and gypsum panel products shall be
permitted on wood joists to create a horizontal diaphragm
in accordance with Table R702.3.6. Gypsum board and
gypsum panel products shall be installed perpendicular to

ceiling framing members. End joints of adjacent courses
of board and panels shall not occur on the same joist. The
maximum allowable diaphragm proportions shall be 1 ! / 2 :1
between shear resisting elements. Rotation or cantilever
conditions shall not be permitted. Gypsum board or gyp¬
sum panel products shall not be used in diaphragm ceil¬
ings to resist lateral forces imposed by masonry or
concrete construction. Perimeter edges shall be blocked
using wood members not less than 2-inch by 6-inch (51
mm by 152 mm) nominal dimension. Blocking material
shall be installed Bat over the top plate of the wall to pro¬
vide a nailing surface not less than 2 inches (51 mm) in
width for the attachment of the gypsum board or gypsum
panel product.

R702.3.7 Water-resistant gypsum backing board. Gyp¬
sum board used as the base or backer for adhesive applica¬
tion of ceramic tile or other required nonabsorbent finish
material shall conform to ASTM Cl 396, Cl 178 or Cl 278.
Use of water-resistant gypsum backing board shall be per¬
mitted on ceilings. Water-resistant gypsum board shall not
be installed over a Class I or II vapor retarder in a shower or
tub compartment. Cut or exposed edges, including those at
wall intersections, shall be sealed as recommended by the
manufacturer.

R702.3.7.1 Limitations. Water-resistant gypsum back¬
ing board shall not be used where there will be direct
exposure to water, or in areas subject to continuous
high humidity.

R702.4 Ceramic tile.

R702.4.1 General. Ceramic tile surfaces shall be installed
in accordance with ANSI A108.1, A108.4, A108.5,
A108.6, A108.ll, All8.1, All8.3, A136.1 and A 137.1.

R702.4.2 Backer boards. Materials used as backers for
wall tile in tub and shower areas and wall panels in shower
areas shall be of materials listed in Table R702.4.2, and
installed in accordance with the manufacturer’s recom¬
mendations.

TABLE R702.3.6

SHEAR CAPACITY FOR HORIZONTAL WOOD-FRAMED GYPSUM BOARD DIAPHRAGM CEILING ASSEMBLIES

MATERIAL

THICKNESS OF
MATERIAL
(min.) (inch)

SPACING OF
FRAMING MEMBERS
(max.) (inch)

SHEAR VALUE 3 b
(plf of ceiling)

MINIMUM

FASTENER SIZE" 1

Gypsum board
or gypsum panel product

16 o.c.

5d cooler or wallboard nail;

1%-inch long; 0.086-inch shank;
l5 / 64 -inch head

Gypsum board
or gypsum panel product

'ii

24 o.c.

5d cooler or wallboard nail;
l V 8 -inch long; 0.086-inch shank;

K V 64 -inch head

For SI: 1 inch = 25.4 mm, 1 pound per linear foot = 1.488 kg/m.

a. Values are not cumulative with other horizontal diaphragm values and are for short-term loading caused by wind or seismic loading. Values shall be reduced
25 percent for normal loading.

b. Values shall be reduced 50 percent in Seismic Design Categories D () , D,, D 2 and E.

c. 1 '/ 4 -inch, No. 6 Type S or W screws shall be permitted to be substituted for the listed nails.

d. Fasteners shall be spaced not more than 7 inches on center at all supports, including perimeter blocking, and not less than 3 / 8 inch from the edges and ends of
the gypsum board.

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wood framing shall be 1 '/ 4 inches (32 mm) using mini¬
mum 0.120-inch-diameter (3 mm) nail (shank) with a
minimum 0.313-inch-diameter head, 16 inches (406
mm) on center. The foam plastic sheathing shall be min¬
imum '/^inch-thick (12.7 mm) (nominal) extruded poly¬
styrene in accordance with ASTM C578, '/^inch-thick
(12.7 mm) (nominal) polyisocyan urate in accordance
with ASTM Cl289 or 1-inch-thick (25 mm) (nominal)
expanded polystyrene in accordance with ASTM C578.

R703.11.2.2 Basic wind speed exceeding 115 miles
per hour or Exposure Categories C and D. Where the
ultimate design wind speed exceeds 115 miles per hour
(51 m/s), the exposure category is C or D, or all condi¬
tions of Section R703.11.2.1 are not met, the adjusted
design pressure rating for the assembly shall meet or
exceed the loads listed in Table R301.2(2) adjusted for
height and exposure using Table R301.2(3). The design
wind pressure rating of the vinyl siding for installation
over solid sheathing as provided in the vinyl siding man¬
ufacturer’s product specifications shall be adjusted for
the following wall assembly conditions:

1. For wall assemblies with foam plastic sheathing
on the exterior side and gypsum wall board, gyp¬
sum panel product or equivalent on the interior
side of the wall, the vinyl siding’s design wind
pressure rating shall be multiplied by 0.39.

2. For wall assemblies with foam plastic sheathing
on the exterior side and without gypsum wall
board, gypsum panel product or equivalent on the
interior side of wall, the vinyl siding’s design
wind pressure rating shall be multiplied by 0.27.

R703.11.2.3 Manufacturer specification. Where the
vinyl siding manufacturer’s product specifications pro¬
vide an approved design wind pressure rating for instal¬
lation over foam plastic sheathing, use of this design
wind pressure rating shall be permitted and the siding
shall be installed in accordance with the manufacturer’s
instructions.

R703.12 Adhered masonry veneer installation. Adhered
masonry veneer shall comply with the requirements of Section
R703.7.3 and the requirements in Sections 12.1 and 12.3 of
TMS 402/ACI 530/ASCE 5. Adhered masonry veneer shall be
installed in accordance with Section R703.7.1, Article 3.3C of
TMS 602/ACI 530.1/ASCE 6 or the manufacturer’s instruc¬
tions.

R703.12.1 Clearances. On exterior stud walls, adhered
masonry veneer shall be installed:

1. Minimum of 4 inches (102 mm) above the earth;

2. Minimum of 2 inches (51 mm) above paved areas; or

3. Minimum of V 2 inch (12.7 mm) above exterior walk¬
ing surfaces that are supported by the same founda¬
tion that supports the exterior wall.

R703.12.2 Flashing at foundation. A corrosion-resistant
screed or flashing of a minimum 0.019-inch (0.48 mm) or
26-gage galvanized or plastic with a minimum vertical
attachment flange of 3'/ 2 inches (89 mm) shall be installed
to extend a minimum of 1 inch (25 mm) below the founda¬

tion plate line on exterior stud walls in accordance with Sec¬
tion R703.4.

R703.12.3 Water-resistive barrier. A water-resistive
barrier shall be installed as required by Section R703.2
and shall comply with the requirements of Section
R703.7.3. The water-resistive barrier shall lap over the
exterior of the attachment flange of the screed or flashing
provided in accordance with Section R703.12.2.

R703.13 Insulated vinyl siding. Insulated vinyl siding shall
be certified and labeled as conforming to the requirements of
ASTM D7793 by an approved quality control agency.

R703.13.1 Insulated vinyl siding and accessories. Insu¬
lated vinyl siding and accessories shall be installed in
accordance with manufacturer’s instructions.

R703.14 Polypropylene siding. Polypropylene siding shall
be certified and labeled as conforming to the requirements of
ASTM D7254 by an approved quality control agency.

R703.14.1 Polypropylene siding and accessories. Poly¬
propylene siding and accessories shall be installed in
accordance with manufacturer’s installation instructions.

R703.14.1.1 Installation. Polypropylene siding shall
be installed over and attached to wood structural panel
sheathing with minimum thickness of 7 /, 6 inch (11.1
mm), or other substrate, composed of wood or wood-
based material and fasteners having equivalent with¬
drawal resistance.

R703.14.1.2 Fastener requirements. Unless otherwise
specified in the approved manufacturer’s instructions,
nails shall be corrosion resistant, with a minimum 0.120-
inch (3 mm) shank and minimum 0.313-inch (8 mm)
head diameter. Nails shall be a minimum of 1 ‘/ 4 inches
(32 mm) long or as necessary to penetrate sheathing or
substrate not less than V 4 inch (19.1 mm). Where the nail
fully penetrates the sheathing or nailable substrate, the
end of the fastener shall extend not less than '/ 4 inch (6.4
mm) beyond the opposite face of the sheathing or sub¬
strate. Staples are not permitted.

R703.14.2 Fire separation. Polypropylene siding shall
not be installed on walls with a fire separation distance of
less than 5 feet (1524 mm) and walls closer than 10 feet
(3048 mm) to a building on another lot.

Exception: Walls perpendicular to the line used to
determine the fire separation distance.

R703.15 Cladding attachment over foam sheathing to
wood framing. Cladding shall be specified and installed in
accordance with Section R703, the cladding manufacturer’s
approved instructions, including any limitations for use over
foam plastic sheathing, or an approved design. In addition, the
cladding or furring attachments through foam sheathing to
framing shall meet or exceed the minimum fastening require¬
ments of Section R703.15.1, Section R703.15.2, or an
approved design for support of cladding weight.

Exceptions:

1. Where the cladding manufacturer has provided
approved installation instructions for application over
foam sheathing, those requirements shall apply.

2016 CALIFORNIA RESIDENTIAL CODE

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WALL COVERING

2. For exterior insulation and finish systems, refer to
Section R703.9.

3. For anchored masonry or stone veneer installed over
foam sheathing, refer to Section R703.8.

R703.15.1 Direct attachment. Where cladding is installed
directly over foam sheathing without the use of furring,
cladding minimum fastening requirements to support the
cladding weight shall be as specified in Table R703.15.1.

R703.15.2 Furred cladding attachment. Where wood
furring is used to attach cladding over foam sheathing, fur¬
ring minimum fastening requirements to support the clad¬
ding weight shall be as specified in Table R703.15.2.
Where placed horizontally, wood furring shall be preser¬
vative-treated wood in accordance with Section R317.1 or
naturally durable wood and fasteners shall be corrosion
resistant in accordance Section R317.3.

R703.16 Cladding attachment over foam sheathing to
cold-formed steel framing. Cladding shall be specified and
installed in accordance with Section R703, the cladding man¬
ufacturer’s approved instructions, including any limitations
for use over loam plastic sheathing, or an approved design. In
addition, the cladding or furring attachments through foam
sheathing to framing shall meet or exceed the minimum fas¬
tening requirements of Section R703.16.1, Section R703.16.2
or an approved design for support of cladding weight.

Exceptions:

1. Where the cladding manufacturer has provided
approved installation instructions for application
over foam sheathing, those requirements shall apply.

2. For exterior insulation and finish systems, refer to
Section R703.9.

3. For anchored masonry or stone veneer installed over
foam sheathing, refer to Section R703.8.

R703.16.1 Direct attachment. Where cladding is
installed directly over foam sheathing without the use of
furring, cladding minimum fastening requirements to sup¬
port the cladding weight shall be as specified in Table
R703.16.1.

R703.16.2 Furred cladding attachment. Where steel or
wood furring is used to attach cladding over foam sheath¬
ing, furring minimum fastening requirements to support the
cladding weight shall be as specified in Table R703.16.2.
Where placed horizontally, wood furring shall be preserva¬
tive-treated wood in accordance with Section R317.1 or
naturally durable wood and fasteners shall be corrosion
resistant in accordance with Section R317.3. Steel furring
shall have a minimum G60 galvanized coating.

R703.17 Cladding attachment over foam sheathing to
masonry or concrete wall construction. Cladding shall be
specified and installed in accordance with Section 703.3 and
the cladding manufacturer’s instructions or an approved
design. Foam sheathing shall be attached to masonry or con¬
crete construction in accordance with the insulation manufac¬
turer’s installation instructions or an approved design.
Furring and furring attachments through foam sheathing into
concrete or masonry substrate shall be designed to resist

design loads determined in accordance with Section R301,
including support of cladding weight as applicable. Fasteners
used to attach cladding or furring through foam sheathing to
masonry or concrete substrates shall be approved for applica¬
tion into masonry or concrete material and shall be installed
in accordance with the fastener manufacturer’s instructions.

Exceptions:

1. Where the cladding manufacturer has provided
approved installation instructions for application over
foam sheathing and connection to a masonry or concrete
substrate, those requirements shall apply.

2. For exterior insulation and finish systems, refer to Sec¬
tion R703.9.

3. For anchored masonry or stone veneer installed over
foam sheathing, refer to Section R703.8.

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TABLE R802.5.1(1)—continued
RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof live load=20 psf, ceiling not attached to rafters, L/A = 180)

RAFTER

SPACING

(inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf

DEAD LOAD = 20 psf

2x4

2x6

2x8

2x10

2 x 12

2x4

2x6

2x8

2x10

2 x 12

Maximum rafter spans

(feet -
inches)

Douglas fir-larch

9-1

14-4

18-10

23-9

Note b

9-1

13-3

16-10

20-7

23-10

Douglas fir-larch

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Douglas fir-larch

8-2

11-11

15-1

18-5

21-4

7-0

10-4

13-0

15-11

18-6

Douglas fir-larch

6-2

9-1

11-6

14-1

16-3

5-4

7-10

10-0

12-2

14-1

Hem-fir

8-7

13-6

17-10

22-9

Note b

8-7

12-10

16-3

19-10

23-0

Hem-fir

8-5

12-4

15-8

19-2

22-2

7-4

10-9

13-7

16-7

19-3

Hem-fir

7-11

11-7

14-8

17-10

20-9

6-10

10-0

12-8

15-6

17-11

O/l

Hem-fir

6-1

8-10

11-3

13-8

15-11

5-3

7-8

9-9

11-10

13-9

Southern pine

8-11

14-1

18-6

23-8

Note b

8-11

13-10

17-6

20-10

24-8

Southern pine

8-7

12-9

16-2

18-11

22-6

7-5

1 1-1

14-0

16-5

19-6

Southern pine

7-4

11-0

13-11

16-6

19-6

6-4

9-6

12-1

14-4

16-10

Southern pine

5-8

8-4

10-6

12-9

15-1

4-1 1

7-3

9-1

11-0

13-1

Spruce-pine-fir

8-5

13-3

17-5

21-8

25-2

8-4

12-2

15-4

18-9

21-9

Spruce-pine-fir

8-0

11-9

14-10

18-2

21-0

6-11

10-2

12-10

15-8

18-3

Spruce-pine-fir

8-0

11-9

14-10

18-2

21-0

6-11

10-2

12-10

15-8

18-3

Spruce-pi ne-fir

6-1

8-10

11-3

13-8

15-11

5-3

7-8

9-9

11-10

13-9

Check sources for availability of lumber in lengths greater than 20 feet.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, I pound per square foot = 0.0479 kPa.

a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the out ward push of the
rafters on the bearing walls, such as rafter ties, is provided at that location. Where ceiling joists or rafter ties are located higher in the attic space, the rafter
spans shall be multiplied by the following factors:

H <A*r

Rafter Span Adjustment Factor

1/3

0.67

1/4

0.76

1/5

0.83

1/6

0.90

1/7.5 or less

1.00

where:

H c = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls.
H r ~ Height of roof ridge measured vertically above the top of the rafter support wails,
b. Span exceeds 26 feet in length.

2016 CALIFORNIA RESIDENTIAL CODE

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TABLE R802.5.1(2)

RAFTER SPANS FOR COMMON LUMBER SPECIES
(Roof live load=20 psf, ceiling attached to rafters, L/A = 240)

RAFTER

SPACING

(inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf

DEAD LOAD =20 psf

2x4

2x6

2x8

2x10

2x 12

2x4

2x6

2x8

2 x10

2x12

Maximum rafter spans

(feet -
inches)

Douglas fir-larch

10-5

16-4

21-7

Note b

10-5

16-4

21-7

Note b

Douglas fir-larch

10-0

15-9

20-10

Note b

10-0

15-4

19-5

23-9

Note b

Douglas fir-larch

9-10

15-6

20-5

26-0

Note b

9-10

14-7

18-5

22-6

26-0

Douglas fir-larch

8-9

12-10

16-3

19-10

23-0

7-7

11-1

14-1

17-2

19-11

Hem-fir

9-10

15-6

20-5

Note b

9-10

15-6

20-5

Note b

Hem-fir

9-8

35-2

19-11

25-5

Note b

9-8

15-2

19-2

23-5

Note b

Hem-fir

9-2

14-5

19-0

24-3

Note b

9-2

14-2

17-11

21-11

25-5

Hem-fir

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Southern pine

10-3

16-1

21-2

Note b

10-3

16-1

21.-2

Note b

Southern pine

9-10

15-6

20-5

Note b

9-10

15-6

19-10

23-2

Note b

Southern pine

9-5

14-9

19-6

23-5

Note b

9-0

13-6

17-1

20-3

23-10

Southern pine

8-0

11-9

14-10

18-0

21-4

6-11

10-2

12-10

15-7

18-6

Spruce-pine-fir

9-8

15-2

19-11

25-5

Note b

9-8

15-2

19-11

25-5

Note b

Spruce-pine-fir

9-5

14-9

19-6

24-10

Note b

9-5

14-4

18-2

22-3

25-9

Spruce-pine-fir

9-5

14-9

19-6

24-10

Note b

9-5

14-4

18-2

22-3

25-9

Spruce-pine-fir

8-7

12-6

15-10

19-5

22-6

7-5

10-10

13-9

16-9

19-6

Douglas fir-larch

9-6

14-11

19-7

25-0

Note b

9-6

14-11

19-7

25-0

Note b

Douglas fir-larch

9-1

14-4

18-11

23-9

Note b

9-3

13-3

16-10

20-7

23-10

Douglas fir-larch

8-11

14-1

18-5

22-6

26-0

8-7

12-7

16-0

19-6

22-7

Douglas fir-larch

7-7

11-1

14-1

17-2

19-11

6-7

9-8

12-2

14-11

17-3

Hem-fir

8-11

14-1

18-6

23-8

Note b

8-11

14-1

18-6

23-8

Note b

Hem-fir

8-9

13-9

18-1

23-1

Note b

8-9

13-1

16-7

20-4

23-7

Hem-fir

8-4

13-1

17-3

21-11

25-5

8-4

12-3

15-6

18-11

22-0

1 C\

Hem-fir

7-5

10-10

13-9

16-9

19-6

6-5

9-5

11-11

14-6

16-10

\ O

Southern pine

9-4

14-7

19-3

24-7

Note b

9-4

14-7

19-3

24-7

Note b

Southern pine

8-11

34-1

18-6

23-2

Note b

8-11

13-7

17-2

20-1

23-10

Southern pine

8-7

13-5

17-1

20-3

23-10

7-9

11-8

14-9

17-6

20-8

Southern pine

6-11

10-2

12-10

15-7

18-6

6-0

8-10

11-2

13-6

16-0

Spruce-pine-fir

8-9

13-9

18-1

23-1

Note b

8-9

13-9

18-1

23-0

Note b

Spruce-pine-fir

8-7

13-5

17-9

22-3

25-9

8-6

12-5

15-9

19-3

22-4

Spruce-pine-fir

8-7

13-5

17-9

22-3

25-9

8-6

12-5

15-9

19-3

22-4

Spruce-pine-fir

7-5

10-10

13-9

16-9

19-6

6-5

9-5

11-11

14-6

16-10

Douglas fir-larch

8-11

14-0

18-5

23-7

Note b

8-11

14-0

18-5

23-0

Note b

Douglas fir-larch

8-7

13-6

17-9

21-8

25-2

8-4

12-2

15-4

18-9

21-9

Douglas fir-larch

8-5

13-3

16-10

20-7

23-10

7-10

11-6

14-7

17-10

20-8

19.2

Douglas fir-larch

6-11

10-2

12-10

15-8

18-3

6-0

8-9

11-2

13-7

15-9

Hem-fir

8-5

13-3

17-5

22-3

Note b

8-5

13-3

17-5

22-3

25-9

Hem-fir

8-3

12-11

17-1

21-5

24-10 '

8-2

12-0

15-2

18-6

21-6

Hem-fir

7-10

12-4

16-3

20-0

23-2

7-8

11-2

14-2

17-4

20-1

Hem-fir

6-9

9-11

12-7

15-4

17-9

5-10

8-7

10-10

13-3

15-5

(continued)

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HORIZONTAL HORIZONTAL

HORIZONTAL
£ FRAMING

Vr MAX.

FROM WEB OF
HORIZONTAL
FRAMING
MEMBER TO
EDGE OF
VERTICAL
FRAMING
MEMBER

MEMBER

MAX.

VERTICAL

FRAMING

MEMBER

For SI: 1 inch = 25.4 mm.

FIGURE R804.1.2
IN-LINE FRAMING

TABLE R804.2.3

LOAD-BEARING COLD-FORMED STEEL ROOF FRAMING MEMBER SIZES AND THICKNESSES

MEMBER

WEB DEPTH

MINIMUM BASE STEEL THICKNESS

DESIGNATION 3

(inches)

mil (inches)

350S162-t

3.5

33 (0.0329), 43 (0.0428), 54 (0.0538)

550S162-1

5.5

33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

800S162-t

33 (0.0329), 43 (0.0428), 54 (0.0538), 68 (0.0677)

1000S162-t

43 (0.0428), 54 (0.0538), 68 (0.0677)

1 200S 1 62-t

43 (0.0428), 54 (0.0538), 68 (0.0677)

For SI: 1 inch = 25.4 mm

a. The member designation is defined by the first number representing the member depth in hundredths of an inch, the letter representing a stud or joist
member, the second number representing the flange width in hundredths of an inch and the letter “t” shall be a number representing the minimum base metal
thickness in mils.

4. The web hole width shall be not greater than one-
half the member depth, or 2'/ 2 inches (64 mm).

5. Holes shall have a web hole length not exceeding
4'/ 2 inches (114 mm).

6. The minimum distance between the edge of the
bearing surface and the edge of the web hole shall
be not less than 10 inches (254 mm).

Framing members with web holes not conforming
to Items 1 though 6 shall be reinforced in accordance
with Section R804.2.6.2, patched in accordance with
Section R804.2.6.3 or designed in accordance with
accepted engineering practices.

R804.2.6.2 Web hole reinforcing. Reinforcement
of web holes in ceiling joists not conforming to the
requirements of Section R804.2.6.1 shall be permitted
if the hole is located fully within the center 40 percent

2016 CALIFORNIA RESIDENTIAL CODE

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ROOF-CEILING CONSTRUCTION

of the span and the depth and length of the hole does
not exceed 65 percent of the Hat width of the web. The
reinforcing shall be a steel plate or C-shaped section
with a hole that does not exceed the web hole size lim¬
itations of Section R804.2.6.1 for the member being
reinforced. The steel reinforcing shall be the same
thickness as the receiving member and shall extend not
less than 1 inch (25 mm) beyond all edges of the hole.
The steel reinforcing shall be fastened to the web of the
receiving member with No. 8 screws spaced not greater
than 1 inch (25 mm) center-to-center along the edges of
the patch with minimum edge distance of ] / 2 inch (13
mm).

R804.2.6.3 Hole patching. Patching of web holes in
roof framing members not conforming to the require¬
ments in Section R804.2.6.1 shall be permitted in
accordance with either of the following methods:

1. Framing members shall be replaced or designed
in accordance with accepted engineering prac¬
tices where web holes exceed either of the fol¬
lowing size limits:

1.1. The depth of the hole, measured across
the web, exceeds 70 percent of the flat
width of the web.

1.2. The length of the hole measured along
the web, exceeds 10 inches (254 mm) or
the depth of the web, whichever is
greater.

2. Web holes not exceeding the dimensional
requirements in Section R804.2.6.3, Item 1, shall
be patched with a solid steel plate, stud section or
track section in accordance with Figure
R804.2.6.3. The steel patch shall, as a minimum,
be the same thickness as the receiving member
and shall extend not less than 1 inch (25 mm)

beyond all edges of the hole. The steel patch shall
be fastened to the web of the receiving member
with No. 8 screws spaced not greater than 1 inch
(25 mm) center-to-center along the edges of the
patch with minimum edge distance of V 2 inch (13
mm).

R804.3 Roof construction. Cold-formed steel roof systems
constructed in accordance with the provisions of this section
shall consist of both ceiling joists and rafters in accordance
with Figure R804.3 and fastened in accordance with Table
R804.3.

R804.3.1 Ceiling joists. Cold-formed steel ceiling joists
shall be in accordance with this section.

R804.3.1.1 Minimum ceiling joist size. Ceiling joist
size and thickness shall be determined in accordance
with the limits set forth in Tables R804.3.1.1(3) and
R804.3.1.1 (2). When determining the size of ceiling
joists, the lateral support of the top flange shall be clas¬
sified as unbraced, braced at midspan or braced at third
points in accordance with Section R804.3.1.3. Where | |
sheathing material is attached to the top flange of ceil¬
ing joists or where the bracing is spaced closer than
third point of the joists, the “third point” values from
Tables R804.3.1.1(1) and R804.3.1.1(2) shall be used.

Ceiling joists shall have a bearing support length of
not less than 1V 2 inches (38 mm) and shall be con¬
nected to roof rafters (heel joint) with No. 10 screws in
accordance with Figure R804.3 1 1 and Table
804.3.1.1(3).

Where continuous joists are framed across interior
bearing supports, the interior bearing supports shall be
located within 24 inches (610 mm) of midspan of the
ceiling joist, and the individual spans shall not exceed
the applicable spans in Tables R804.3.1.1(1) and
R804.3.1.1(2). Where the attic is to be used as an occu-

FIGURE R804.2.3(2)
TRACK SECTION

448

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R804.3.2.5 Roof rafter bottom flange bracing. The

bottom flanges of roof rafters shall be continuously
braced, at a maximum spacing of 8 feet (2440 mm) as
measured parallel to the roof rafters, with one of the
following members:

1. Minimum 33-mil (0.84 mm) C-shaped member.

2. Minimum 33-mil (0.84 mm) track section.

3. Minimum l7 2 -inch by 33-mil (38 mm by 0.84
mm) steel strap.

The bracing element shall be fastened to the bottom
flange of each roof rafter with one No. 8 screw and
shall be fastened to blocking with two No. 8 screws.
Blocking shall be installed between roof rafters in-line
with the continuous bracing at a maximum spacing of
12 feet (3658 mm) measured perpendicular to the roof
rafters. The ends of continuous bracing shall be fas¬
tened to blocking or anchored to a stable building com¬
ponent with two No. 8 screws.

R804.3.3 Cutting and notching. Flanges and lips of load-
bearing, cold-formed steel roof framing members shall not
be cut or notched.

R804.3.4 Headers. Rool-ceiling framing above wall open¬
ings shall be supported on headers. The allowable spans for
headers in load-bearing walls shall not exceed the values
set forth in Section R603.6 and Tables R603.6(l) through
R603.6(6).

R804.3.5 Framing of openings in roofs and ceilings.

Openings in roofs and ceilings shall be framed with
header and trimmer joists. Header joist spans shall not
exceed 4 feet (1219 mm) in length. Header and trimmer
joists shall be fabricated from joist and track members
having a minimum size and thickness equivalent to the

adjacent ceiling joists or roof rafters and shall be
installed in accordance with Figures R804.3.5(1) and
R804.3.5(2). Each header joist shall be connected to
trimmer joists with not less than four 2-inch by 2-inch
(51 by 51 mm) clip angles. Each clip angle shall be fas¬
tened to both the header and trimmer joists with four No.
8 screws, evenly spaced, through each leg of the clip
angle. The steel thickness of the clip angles shall be not
less than that of the ceiling joist or roof rafter. Each track
section for a built-up header or trimmer joist shall extend
the full length of the joist (continuous).

R804.3.6 Roof trusses. Cold-formed steel trusses shall
be designed and installed in accordance with AISI SI00,
Section D4. In the absence of specific bracing require¬
ments, trusses shall be braced in accordance with
accepted industry practices, such as the SBCA Cold-
Formed Steel Building Component Safety Information
(CFSBCSl) Guide to Good Practice for Handling ,
Installing & Bracing of Cold-Formed. Steel Trusses.
Trusses shall be connected to the top track of the load-
bearing wall in accordance with Table R804.3, either
with two No. 10 screws applied through the flange of the
truss or by using a 54-mil (1.37 mm) clip angle with two
No. 10 screws in each leg.

R804.3.7 Ceiling and roof diaphragms. Ceiling and roof
diaphragms shall be in accordance with this section.

R804.3.7.1 Ceiling diaphragms. At gable endwalls a
ceiling diaphragm shall be provided by attaching a min¬
imum V 2 -inch (12.7 mm) gypsum board or a minimum
3 / 8 -inch (9.5 mm) wood structural panel sheathing, that
complies with Section R803, to the bottom of ceiling
joists or roof trusses and connected to wall framing in
accordance with Figures R804.3.7.1(1) and

For vSI: I fool = 304.8 mm.

FIGURE R804.3.5(l)
ROOF OR CEILING OPENING

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For SI: 1 inch = 25.4 mm.

FIGURE R804.3.5(2)

HEADER TO TRIMMER CONNECTION

R804.3.7.1(2), unless studs are designed as full height
without bracing at the ceiling. Flat blocking shall con¬
sist of C-shaped or track section with a minimum thick¬
ness of 33 mils (0.84 mm). For a gypsum board
sheathed ceiling, the diaphragm length shall be in
accordance with Table R804.3.7.1. For a wood struc¬
tural panel sheathed ceiling, the diaphragm length shall
be not less than 12 feet (3658 mm) for building widths
less than 36 feet (10 973 mm), or not less than 14 feet
(4267 mm) for building widths greater than or equal to
36 feet (10 973 mm).

The ceiling diaphragm shall be secured with
screws spaced at a maximum 6 inches (152 mm) o.c.
at panel edges and a maximum 12 inches (305 mm)
o.c. in the field. The required lengths in Table
R804.3.7.1 for gypsum board sheathed ceiling dia¬
phragms shall be permitted to be multiplied by 0.35 if
all panel edges are blocked. Multiplying the required
lengths in Table R804.3.7.1 for gypsum board
sheathed ceiling diaphragms by 0.9 shall be permitted
if all panel edges are secured with screws spaced at 4
inches (102 mm) o.c.

JR804.3.7.2 Roof diaphragm. A roof diaphragm shall
be provided by attaching a minimum of V 8 -inch (9.5
mm) wood structural panel which complies with Sec¬
tion R803 to roof rafters or truss top chords in accor¬
dance with Table R804.3. Buildings with 3:1 or larger
plan aspect ratio and with roof rafter slope (pitch) of
9:12 or larger shall have the roof rafters and ceiling
joists blocked in accordance with Figure R804.3.7.2.

R804.3.8 Roof tie-down. Roof assemblies shall be con¬
nected to walls below in accordance with Table R804.3. A
continuous load path shall be provided to transfer uplift
loads to the foundation.

SECTION R805
CEILING FINISHES

R805.1 Ceiling installation. Ceilings shall be installed in
accordance with the requirements for interior wall finishes as
provided in Section R702.

SECTION R806
ROOF VENTILATION

R806.1 Ventilation required. Enclosed attics and enclosed
rafter spaces formed where ceilings are applied directly to the
underside of roof rafters shall have cross ventilation for each
separate space by ventilating openings protected against the
entrance of rain or snow. Ventilation openings shall have a
least dimension of V 16 inch (1.6 mm) minimum and */ 4 inch
(6.4 mm) maximum. Ventilation openings having a least
dimension larger than V 4 inch (6.4 mm) shall be provided
with corrosion-resistant wire cloth screening, hardware cloth
or similar material with openings having a least dimension of
j / l6 inch (1.6 mm) minimum and ] / 4 inch (6.4 mm) maximum.
Openings in roof framing members shall conform to the
requirements of Section R802.7. Required ventilation open¬
ings shall open directly to the outside air.

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TABLE R804.3.7.1

REQUIRED LENGTHS FOR CEILING DIAPHRAGMS AT GABLE ENDWALLS
GYPSUM BOARD SHEATHED, CEILING HEIGHT = 8 FEET 3 b ’ c d - e ’ f ’ 9

EXPOSURE CATEGORY

ULTIMATE DESIGN WIND SPEED (mph)

126

< 139

—

110

—

126

<139

Roof pitch

Building endwall width (feet)

Minimum diaphragm length (feet)

3:12

6:12

24-28

>28-32

>32-36

>36-40

6:12

9:12

>24-28

> 28 - 32

>32-36

> 36 - 40

9:12

12:12

>24-28

>28-32

>32-36

> 36 - 40

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa, 1 mile per hour - 0.447 m/s, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.

a. Ceiling diaphragm is composed of '/ 2 -inch gypsum board (min. thickness) secured with screws spaced at 6 inches o.c. at panel edges and 12 inches o.c. infield.
Use No. 8 screws (min.) where framing members have a designation thickness of 54 mils or less and No. 10 screws (min.) where framing members have a
designation thickness greater than 54 mils.

b. Maximum aspect ratio (length/width) of diaphragms is 2:1.

c. Building width is in the direction of horizontal framing members supported by the wall studs.

d. Required diaphragm lengths are to be provided at each end of the structure.

e. Multiplying required diaphragm lengths by 0.35 is permitted if all panel edges are blocked.

f. Multiplying required diaphragm lengths by 0.9 is permitted if all panel edges are secured with screws spaced at 4 inches o.c.

g. To determine the minimum diaphragm length for buildings with ceiling heights of 9 feet or 10 feet values in the table above shall be multiplied by 1.15.

For SI: I inch = 25.4 mm.

FIGURE R804.3.7.1(1)

CEILING DIAPHRAGM TO GABLE ENDWALL DETAIL

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CEILING DIAPHRAGM TO SIDEWALL DETAIL

ROOF RAFTER

(OR TRUSS TOP CHORD)

CEILING JOIST

(OR TRUSS BOTTOM CHORD)

WOOD STRUCTURAL
PANEL OR GYPSUM
BOARD DIAPHRAGM

350T125-33 TRACK
BLOCKING

SHEATHING OR PREFERABLY
DIRECTLY TO TRACK
FLANGE PRIOR TO SHEATHING
PLACEMENT AS SHOWN

For SI: 1 mil = 0.0254 mm, 1 inch = 25.4 mm.

FIGURE R804.3.7.2
ROOF BLOCKING DETAIL

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R806.2 Minimum vent area. The minimum net free ventilat¬
ing area shall be 7 150 of the area of the vented space.

Exception: The minimum net free ventilation area shall be

7 300 of the vented space provided one or more of the fol¬
lowing conditions are met:

1. In Climate Zones 14 and 16 , a Class I or II vapor
retarder is installed on the warm-in-winter side of
the ceiling.

2. Not less than 40 percent and not more than 50 per¬
cent of the required ventilating area is provided by
ventilators located in the upper portion of the attic or
rafter space. Upper ventilators shall be located not
more than 3 feet (914 mm) below the ridge or high¬
est point of the space, measured vertically, with the
balance of the required ventilation provided by eave
or cornice vents. Where the location of wall or roof
framing members conflicts with the installation of
upper ventilators, installation more than 3 feet (914
mm) below the ridge or highest point of the space
shall be permitted.

R806.3 Vent and insulation clearance. Where eave or cor¬
nice vents are installed, insulation shall not block the free
flow of air. Not less than a 1 -inch (25 mm) space shall be pro¬
vided between the insulation and the roof sheathing and at the
location of the vent.

R806.4 Installation and weather protection. Ventilators
shall be installed in accordance with manufacturer’s instruc¬
tions. Installation of ventilators in roof systems shall be in
accordance with the requirements of Section R903. Installa¬
tion of ventilators in wall systems shall be in accordance with
the requirements of Section R703.1.

R806.5 Unvented attic and unvented enclosed rafter
assemblies. Unvented attics and unvented enclosed roof
framing assemblies created by ceilings that are applied
directly to the underside of the roof framing members and
structural roof sheathing applied directly to the top of the roof
framing members/rafters, shall be permitted where all the fol¬
lowing conditions are met:

1. The unvented attic space is completely within the
building thermal envelope.

2. No interior Class I vapor retarders are installed on the
ceiling side (attic floor) of the unvented attic assembly
or on the ceiling side of the unvented enclosed roof
framing assembly.

3. Where wood shingles or shakes are used, a minimum 74-
inch (6.4 mm) vented airspace separates the shingles or
shakes and the roofing underlayment above the structural
sheathing.

4. In California Climate Zones 14 and 16, any air-imper¬
meable insulation shall be a Class II vapor retarder, or
shall have a Class II vapor retarder coating or covering
in direct contact with the underside of the insulation.

4.L A Class l or Class II vapor retarder shall he
installed on the indirectly conditioned space
side of all insulation in an unvented attic with
air-permeable insulation, for condensation con¬
trol.

See the California Energy Code , Figure 100.1-
A —California Climate Zones.

5. Insulation shall be located in accordance with the fol¬
lowing:

5.1. Item 5.1.1, 5.1.2, 5.1.3 or 5.1.4 shall be met,
depending on the air permeability of the insula¬
tion directly under the structural roof sheathing.
No insulation shall he required when roof tiles,
wood shingles or wood shakes, or any other
roofing system using battens and no continuous
underlayment is installed. A continuous under¬
layment shall he considered to exist if sheath¬
ing, roofing paper or any continuous layer
having a perm rate of no more than one perm
under the dry cup method is present.

5.1.1. Where only air-impermeable insulation
is provided, it shall be applied in direct
contact with the underside of the struc¬
tural roof sheathing.

5.1.2. Where air-permeable insulation is pro¬
vided inside the building thermal enve¬
lope, it shall be installed in accordance
with Section 5.1.1. In addition to the
air-permeable insulation installed
directly below the structural sheathing,
rigid board or sheet insulation shall be
installed directly above the structural
roof sheathing in accordance with the
/?-values in Table R806.5 for condensa¬
tion control.

5.1.3. Where both air-impermeable and air-
permeable insulation are provided, the
air-impermeable insulation shall be
applied in direct contact with the under¬
side of the structural roof sheathing and
shall be in accordance with the /^-values
in Table R806.5 for condensation con¬
trol. The air-permeable insulation shall
be installed directly under the air-
impermeable insulation.

5.1.4. Alternatively, sufficient rigid board or
sheet insulation shall be installed
directly above the structural roof
sheathing to maintain the monthly aver¬
age temperature of the underside of the
structural roof sheathing above 45 °F
(7°C). For calculation purposes, an inte¬
rior air temperature of 68°F (20°C) is
assumed and the exterior air tempera-

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ROOF-CEILING CONSTRUCTION

ture is assumed to be the monthly aver¬
age outside air temperature of the three
coldest months.

5.2. Where preformed insulation board is used as the
air-impermeable insulation layer, it shall be
sealed at the perimeter of each individual sheet
interior surface to form a continuous layer.

TABLE R806.5

INSULATION FOR CONDENSATION CONTROL

CLIMATE ZONE

MINIMUM RIGID BOARD

OR AIR-IMPERMEABLE
INSULATION R-VALUE

6-15 tile roof only

0 (none required)

3-15

R-5

1 & 2

R-10

R-15

SECTION R807
ATTIC ACCESS

R807.1 Attic access. Buildings with combustible ceiling or
roof construction shall have an attic access opening to attic
areas that have a vertical height of 30 inches (762 mm) or
greater over an area of not less than 30 square feet (2.8 m 2 ).
The vertical height shall be measured from the top of the ceil¬
ing framing members to the underside of the roof framing
members.

The rough-framed opening shall be not less than 22 inches
by 30 inches (559 mm by 762 mm) and shall be located in a
hallway or other readily accessible location. Where located in
a wall, the opening shall be not less than 22 inches wide by
30 inches high (559 mm wide by 762 mm high). Where the
access is located in a ceiling, minimum unobstructed head-
room in the attic space shall be 30 inches (762 mm) at some
point above the access measured vertically from the bottom
of ceiling framing members. See the California Mechanical
Code for access requirements where mechanical equipment is
located in attics.

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ROOF ASSEMBLIES

TABLE R905.1.1(3)
UNDERLAYMENT ATTACHMENT

ROOF

COVERING

SECTION

MAXIMUM ULTIMATE DESIGN
WIND SPEED, V M < 140 MPH

MAXIMUM ULTIMATE DESIGN

WIND SPEED, V ult > 140 MPH

Asphalt

shingles

R905.2

Fastened sufficiently
to hold in place

The underlayment shall be attached with corrosion-resistant fasteners
in a grid pattern of 12 inches between side laps with a 6-inch spacing at
the side laps.

Underlayment shall be attached using metal or plastic cap nails or
cap staples with a nominal cap diameter of not less than 1 inch. Metal
caps shall have a thickness of not less than 32-gage sheet metal. Power-
driven metal caps shall have a minimum thickness of 0.010 inch.
Minimum thickness of the outside edge of plastic caps shall be 0.035
inch. The cap nail shank shall be not less than 0.083 inch for ring shank
cap nails and 0.091 inch for smooth shank cap nails. Staples shall be
not less than 21 gage. Cap nail shank and cap staple legs shall have a
length sufficient to penetrate through the roof sheathing or not less than
3 / 4 inch into the roof sheathing.

Clay and
concrete tile

R905.3

Metal roof
shingles

R905.4

Manufacturer’s
installation instructions.

The underlayment shall be attached with corrosion-resistant fasteners
in a grid pattern of 12 inches between side laps with a 6-inch spacing at
the side laps.

Underlayment shall be attached using metal or plastic cap nails or
cap staples with a nominal cap diameter of not less than 1 inch. Metal
caps shall have a thickness of at least 32-gage sheet metal. Power-
driven metal caps shall have a minimum thickness of 0.010 inch.
Minimum thickness of the outside edge of plastic caps shall be 0.035
inch. The cap nail shank shall be not less than 0.083 inch for ring shank
cap nails and 0.091 inch for smooth shank cap nails. Staples shall be
not less than 21 gage. Cap nail shank and cap staple legs shall have a
length sufficient to penetrate through the roof sheathing or not less than
3 / 4 inch into the roof sheathing.

Mineral-
surfaced roll
roofing

R905.5

Slate and
slate-type
shingles

R905.6

Wood

shingles

R905.7

Wood shakes

R905.8

Metal panels

R905.10

For SI: l inch = 25.4 mm.

R905.2.4 Asphalt shingles. Asphalt shingles shall comply
with ASTM D3462.

R905.2.4.1 Wind resistance of asphalt shingles.

Asphalt shingles shall be tested in accordance with
ASTM D7158. Asphalt shingles shall meet the classifi¬
cation requirements of Table R905.2.4.1 for the appro¬
priate ultimate design wind speed. Asphalt shingle
packaging shall bear a label to indicate compliance
with ASTM D7158 and the required classification in
Table R905.2.4.1.

Exception: Asphalt shingles not included in the
scope of ASTM D7158 shall be tested and labeled to
indicate compliance with ASTM D3161 and the
required classification in Table R905.2.4.1.

R905.2.5 Fasteners. Fasteners for asphalt shingles shall
be galvanized steel, stainless steel, aluminum or copper
roofing nails, minimum 12-gage [0.105 inch (3 mm)]
shank with a minimum 3 / 8 -inch-diameter (9.5 mm) head,
complying with ASTM FI 667, of a length to penetrate
through the roofing materials and not less than 3 / 4 inch
(19.1 mm) into the roof sheathing. Where the roof sheath¬
ing is less than 3 / 4 inch (19.1 mm) thick, the fasteners shall
penetrate through the sheathing.

R905.2.6 Attachment. Asphalt shingles shall have the
minimum number of fasteners required by the manufac¬

turer, but not less than four fasteners per strip shingle or
two fasteners per individual shingle. Where the roof slope
exceeds 21 units vertical in 12 units horizontal (21:12,
175-percent slope), shingles shall be installed as required
by the manufacturer.

R905.2.7 Ice barrier. Where required, ice barriers shall
comply with Section R905.1.2.

R905.2.8 Flashing. Flashing for asphalt shingles shall
comply with this section.

R905.2.8.1 Base and cap flashing. Base and cap
flashing shall be installed in accordance with manu¬
facturer’s instructions. Base flashing shall be of either
corrosion-resistant metal of minimum nominal 0.019-
inch (0.5 mm) thickness or mineral-surfaced roll roof¬
ing weighing not less than 77 pounds per 1.00 square
feet (4 kg/m 2 ). Cap flashing shall be corrosion-resis¬
tant metal of minimum nominal 0.019-inch (0.5 mm)
thickness.

R905.2.8.2 Valleys. Valley linings shall be installed in
accordance with the manufacturer’s instructions before
applying shingles. Valley linings of the following types
shall be permitted:

1. For open valleys (valley lining exposed) lined
with metal, the valley lining shall be not less than

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TABLE R905.2.4.1

CLASSIFICATION OF ASPHALT ROOF SHINGLES

MAXIMUM ULTIMATE DESIGN
WIND SPEED, V ult

FROM FIGURE R301.2(4)A (mph)

MAXIMUM BASIC WIND SPEED,
1/*^FROM TABLE R301.2.1.3
(mph)

ASTM D7158 a

SHINGLE CLASSIFICATION

ASTM D3161

SHINGLE CLASSIFICATION

110

D, G or H

A, D or F

1 16

D, G or H

A, D or F

129

100

G or H

A, D or F

142

110

G or H

155

120

G or H

168

130

181

140

194

150

For SI: 1 foot = 304.8 mm; I mph = 0.447 m/s.

a. The standard calculations contained in ASTM D7158 assume Exposure Category B or C and building height of 60 feet or less. Additional calculations are
required for conditions outside of these assumptions.

24 inches (610 mm) wide and of any of the corro¬
sion-resistant metals in Table R905.2.8.2.

2. For open valleys, valley lining of two plies of
mineral-surfaced roll roofing, complying with
ASTM D3909 or ASTM D6380 Class M, shall be
permitted. The bottom layer shall be 18 inches
(457 mm) and the top layer not less than 36
inches (914 mm) wide.

3. For closed valleys (valley covered with shingles),
valley lining of one ply of smooth roll roofing
complying with ASTM D6380 and not less than
36 inches wide (914 mm) or valley lining as
described in Item 1 or 2 shall be permitted. Self-
adhering polymer modified bitumen underlay¬
men t complying with ASTM D1970 shall be per¬
mitted in lieu of the lining material.

R905.2.8.3 Sidewall flashing. Base flashing against a
vertical sidewall shall be continuous or step flashing
and shall be not less than 4 inches (102 mm) in height
and 4 inches (102 mm) in width and shall direct water
away from the vertical sidewall onto the roof or into the
gutter. Where siding is provided on the vertical side-
wall, the vertical leg of the flashing shall be continuous
under the siding. Where anchored masonry veneer is
provided on the vertical sidewall, the base flashing
shall be provided in accordance with this section and
counterflashing shall be provided in accordance with
Section R703.8.2.2. Where exterior plaster or adhered
masonry veneer is provided on the vertical sidewall, the
base flashing shall be provided in accordance with this
section and Section R703.6.3.

R905.2.8.4 Other flashing. Flashing against a vertical
front wall, as well as soil stack, vent pipe and chimney
flashing, shall be applied in accordance with the asphalt
shingle manufacturer’s printed instructions.

R905.2.8.5 Drip edge. A drip edge shall be provided at
eaves and rake edges of shingle roofs. Adjacent segments
of drip edge shall be overlapped not less than 2 inches (51

mm). Drip edges shall extend not less than 7 4 inch (6.4
mm) below the roof sheathing and extend up back onto
the roof deck not less than 2 inches (51 mm). Drip edges
shall be mechanically fastened to the roof deck at not
more than 12 inches (305 mm) o.c. with fasteners as spec¬
ified in Section R905.2.5. Underlayment shall be
installed over the drip edge along eaves and under the
drip edge along rake edges.

R905.3 Clay and concrete tile. The installation of clay and
concrete tile shall comply with the provisions of this sec¬
tion.

R905.3.1 Deck requirements. Concrete and clay tile shall
be installed only over solid sheathing or spaced structural
sheathing boards.

R905.3.2 Deck slope. Clay and concrete roof tile shall be
installed on roof slopes of two and one-half units vertical
in 12 units horizontal (2 J / 2 :12) or greater. For roof slopes
from two and one-half units vertical in 12 units horizontal
(2 ] / 2 :12) to four units vertical in 12 units horizontal (4:12),
double underlayment application is required in accordance
with Section R905.3.3.

R905.3.3 Underlayment. Underlayment shall comply
with Section R905.1.1.

R905.3.4 Clay tile. Clay roof tile shall comply with
ASTM Cl 167.

R905.3.5 Concrete tile. Concrete roof tile shall comply
with ASTM Cl492.

R905.3.6 Fasteners. Nails shall be corrosion resistant and
not less than 11 gage, 5 / 16 -inch (11 mm) head, and of suffi¬
cient length to penetrate the deck not less than 3 / 4 inch (19
mm) or through the thickness of the deck, whichever is
less. Attaching wire for clay or concrete tile shall not be
smaller than 0.083 inch (2 mm). Perimeter fastening areas
include three tile courses but not less than 36 inches (914
mm) from either side of hips or ridges and edges of eaves
and gable rakes.

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CHIMNEYS AND FIREPLACES

MASONRY

For SI: I inch - 25.4 mm.

FIGURE R1001.11

CLEARANCE FROM COMBUSTIBLES

SECTION R1002
MASONRY HEATERS

R1002.1 Definition. A masonry heater is a heating appliance
constructed of concrete or solid masonry, hereinafter referred
to as masonry, that is designed to absorb and store heat from a
solid-fuel fire built in the firebox by routing the exhaust gases
through internal heat exchange channels in which the flow
path downstream of the firebox includes flow in a horizontal or
downward direction before entering the chimney and that
delivers heat by radiation from the masonry surface of the
heater.

R1002.2 Installation. Masonry heaters shall be installed in
accordance with this section and comply with one of the follow¬
ing:

1. Masonry heaters shall comply with the requirements of
ASTME1602.

2. Masonry heaters shall be listed and labeled in accor¬
dance with UL 1482 or CEN 15250 and installed in
accordance with the manufacturer's instructions.

R1002.3 Footings and foundation. The firebox floor of a
masonry heater shall be a minimum thickness of 4 inches
(102 mm) of noncombustible material and be supported on a
noncombustible footing and foundation in accordance with
Section R1003.2.

R1002.4 Seismic reinforcing. In Seismic Design Categories
D 0 , D, and D 2 , masonry heaters shall be anchored to the
masonry foundation in accordance with Section R1003.3.
Seismic reinforcing shall not be required within the body of a
masonry heater whose height is equal to or less than 3.5 times
its body width and where the masonry chimney serving the
heater is not supported by the body of the heater. Where the
masonry chimney shares a common wall with the facing of
the masonry heater, the chimney portion of the structure shall
be reinforced in accordance with Section R1003.

R1002.5 Masonry heater clearance. Combustible materials
shall not be placed within 36 inches (914 mm) of the outside
surface of a masonry heater in accordance with NFPA 211
Section 8-7 (clearances for solid-fuel-burning appliances),

and the required space between the heater and combustible
material shall be fully vented to permit the free How of air
around all heater surfaces.

Exceptions:

1. Where the masonry heater wall is not less than 8
inches (203 mm) thick of solid masonry and the wall
of the heat exchange channels is not less than 5 inches
(127 mm) thick of solid masonry, combustible mate¬
rials shall not be placed within 4 inches (102 mm) of
the outside surface of a masonry heater. A clearance of
not less than 8 inches (203 mm) shall be provided
between the gas-tight capping slab of the heater and a
combustible ceiling.

2. Masonry heaters listed and labeled in accordance
with UL 1482 or CEN 15250 shall be installed in
accordance with the listing specifications and the
manufacturer’s written instructions.

SECTION R1003
MASONRY CHIMNEYS

R1003.1 Definition. A masonry chimney is a chimney con¬
structed of solid masonry units, hollow masonry units grouted
solid, stone or concrete, hereinafter referred to as masonry.
Masonry chimneys shall be constructed, anchored, supported
and reinforced as required in this chapter.

R1003.2 Footings and foundations. Footings for masonry
chimneys shall be constructed of concrete or solid masonry
not less than 12 inches (305 mm) thick and shall extend not
less than 6 inches (152 mm) beyond the face of the founda¬
tion or support wall on all sides. Footings shall be founded on
natural undisturbed earth or engineered fill below frost depth.
In areas not subjected to freezing, footings shall be not less
than 12 inches (305 mm) below finished grade.

R1003.3 Seismic reinforcing. Masonry or concrete chim¬
neys shall be constructed, anchored, supported and reinforced
as required in this chapter. In all structures regulated by this
code assigned to Seismic Design Category C, D () , D, or D 2
masonry and concrete chimneys shall be reinforced and

2016 CALIFORNIA RESIDENTIAL CODE

SEPTEMBER 1, 2017 ERRATA
BUFF

483

CHIMNEYS AND FIREPLACES

anchored as detailed in Section R1003.3.1, R1003.3.2 and
R1003.4. In Seismic Design Category A or B, reinforcement
and seismic anchorage is not required.

R1003.3.1 Vertical reinforcing. For chimneys up to 40
inches (1016 mm) wide, four No. 4 continuous vertical
bars, anchored in the foundation, shall be placed in the con¬
crete, or between wythes of solid masonry, or within the
cells of hollow unit masonry, and grouted in accordance
with Section R608.1.1. Grout shall be prevented from
bonding with the flue liner so that the flue liner is free to
move with thermal expansion. For chimneys more than 40
inches (1016 mm) wide, two additional No. 4 vertical bars
shall be installed for each additional 40 inches (1016 mm)
in width or fraction thereof.

R1003.3.2 Horizontal reinforcing. Vertical reinforcement
shall be placed enclosed within V 4 -inch (6.4 mm) ties, or
other reinforcing of equivalent net cross-sectional area,
spaced not to exceed 18 inches (457 mm) on center in con¬
crete, or placed in the bed joints of unit masonry, at not less
than every 18 inches (457 mm) of vertical height. Two such
ties shall be installed at each bend in the vertical bars.

R1003.4 Seismic anchorage. Masonry and concrete chim¬
neys and foundations in all structures regulated by this code
assigned to Seismic Design Category C, D 0 , D, or D 2 shall be
anchored at each floor, ceiling or roof line more than 6 feet
(1829 mm) above grade, except where constructed com¬
pletely within the exterior walls. Anchorage shall conform to
the requirements in Section R1003.4.1.

R1003.4.1 Anchorage. Two 3 / 16 -inch by 1-inch (5 mm by
25 mm) straps shall be embedded not less than 12 inches
(305 mm) into the chimney. Straps shall be hooked around
the outer bars and extend 6 inches (152 mm) beyond the
bend. Each strap shall be fastened to not less than four
floor joists with two 7 2 -inch (12.7 mm) bolts.

R1003.4.1.1 Cold-formed steel framing. Where cold-
formed steel framing is used, the location where the 72-
inch (12.7 mm) bolts are used to attach the straps to the
framing shall be reinforced with not less than a 3-inch X
3-inch x 0.229-inch (76 mm X 76 mm X 5.8 mm) steel
plate on top of a strap that is screwed to the framing with
not fewer than seven No. 6 screws for each bolt.

R1003.5 Corbeling. Masonry chimneys shall not be corbeled
more than one-half of the chimney’s wall thickness from a
wall or foundation, nor shall a chimney be corbeled from a
wall or foundation that is less than 12 inches (305 mm) thick
unless it projects equally on each side of the wall, except that
on the second story of a two-story dwelling, corbeling of chim¬
neys on the exterior of the enclosing walls may equal the wall
thickness. The projection of a single course shall not exceed
one-half the unit height or one-third of the unit bed depth,
whichever is less.

R1003.6 Changes in dimension. The chimney wall or chim¬
ney Hue lining shall not change in size or shape within 6
inches (152 mm) above or below where the chimney passes
through floor components, ceiling components or roof com¬
ponents.

R1003.7 Offsets. Where a masonry chimney is constructed
with a fireclay flue liner surrounded by one wythe of masonry,

the maximum offset shall be such that the centerline of the flue
above the offset does not extend beyond the center of the chim¬
ney wall below the offset. Where the chimney offset is sup¬
ported by masonry below the offset in an approved manner, the
maximum offset limitations shall not apply. Each individual
corbeled masonry course of the offset shall not exceed the pro¬
jection limitations specified in Section R1003.5.

R1003.8 Additional load. Chimneys shall not support loads
other than their own weight unless they are designed and con¬
structed to support the additional load. Construction of
masonry chimneys as part of the masonry walls or reinforced
concrete walls of the building shall be permitted.

R1003.9 Termination. Chimneys shall extend not less than 2
feet (610 mm) higher than any portion of a building within 10
feet (3048 mm), but shall be not less than 3 feet (914 mm)
above the highest point where the chimney passes through the
roof.

R1003.9.1 Chimney caps. Masonry chimneys shall have
a concrete, metal or stone cap, a drip edge and a caulked
bond break around any flue liners in accordance with
ASTM Cl283. The concrete, metal or stone cap shall be
sloped to shed water.

R1003.9.2 Spark arrestors. All chimneys attached to any
appliance or fireplace that burns solid fuel shall be
equipped with an approved spark arrester . Where a spark
arrestor is installed on a masonry chimney, the spark arres¬
tor shall meet all of the following requirements:

L The net free area of the arrestor shall be not less than
four times the net free area of the outlet of the chim¬
ney flue it serves.

2. The arrestor screen shall have heat and corrosion
resistance equivalent to 72 gage wire, 19-gage gal¬
vanized steel or 24-gage stainless steel.

3. Openings shall not permit the passage of spheres
having a diameter greater than V 2 inch (12.7 mm)
nor block the passage of spheres having a diameter
less than 3 / 8 inch (9.5 mm).

4. The spark arrestor shall be accessible for cleaning
and the screen or chimney cap shall be removable to
allow for cleaning of the chimney Hue.

R1003.9.3 Rain caps. Where a masonry or metal rain cap
is installed on a masonry chimney, the net free area under
the cap shall be not less than four times the net free area of
the outlet of the chimney flue it serves.

R1003.10 Wall thickness. Masonry chimney walls shall be
constructed of solid masonry units or hollow masonry units
grouted solid with not less than a 4-inch (102 mm) nominal
thickness.

R1003.10.1 Masonry veneer chimneys. Where masonry
is used to veneer a frame chimney, through-flashing and
weep holes shall be installed as required by Section R703.

R1003.ll Flue lining (material). Masonry chimneys shall
be lined. The lining material shall be appropriate for the type
of appliance connected, in accordance with the terms of the
appliance listing and manufacturer’s instructions.

2016 CALIFORNIA RESIDENTIAL CODE

484

SEPTEMBER 1, 2017 ERRATA
BUFF

REFERENCED STANDARDS

F628—08

F656—10
FI l A —13
F876—13
F877—11A

F891—10

F1055—13

FI 281—11

FI 282—10

FI 412—09

FI 488—09el

FI 554—07a
F I 667—11A e l

FI 807—13

FI 866—07
FI 924—12
Fl 960—12
FI970—12

FI 973—08
F1974—09

F1986—01 (2011)
F2080—12
F2090—10

F2098—08

F2159—11

F2262—09

ASTM—continued

Specification for Acrylonitrile-butadiene-styrene (ABS) Schedule 40 Plastic

Drain, Waste and Vent Pipe with a Cellular Core.Table P3002.1(l), Table P3002.1(2),

Table P3002.2, Table P3002.3, P3003.3.2, Table AG101.1
Specification for Primers for Use in Solvent Cement Joints of Poly

(Vinyl Chloride) (PVC) Plastic Pipe and Fittings.P2906.9.1.4, P3003.9.2

Specification for Polyethylene (PE) Plastic Pipe (SDR-PR)

Based on Outside Diameter...Table P3002.2, P3010.4

Specification for Cross-linked Polyethylene (PEX) Tubing.Table M2101.1, Table P2906.4,

Table P2906.5, Table AG 101.1

Specification for Cross-linked Polyethylene (PEX) Plastic

Hot- and Cold-water Distribution Systems. fable M2101.1,

Table P2906.4, Table P2906.5, Table P2906.6

Specification for Coextruded Poly (Vinyl Chloride)

(PVC) Plastic Pipe with a Cellular Core.Table P3002.1(1), Table P3002.1(2),

Table P3002.2, Table P3302.1, Table AG 101.1
Specification for Electrofusion Type Polyethylene Fittings for Outside

Diameter Controlled Polyethylene and Crosslinked Polyethylene Pipe and Tubing.Table M2105.5,

M2105.il .2

Specification for Cross-linked Polyethylene/Aluminum/Cross-linked

Polyethylene (PEX-AL-PEX) Pressure Pipe ..Table M2101.1, Table P2906.4, Table P2906.5,

Table P2906.6, P2506.11.1, Table AG 101.1
Specification for Polyethylene/Aluminum/Polyethylene (PE-AL-PE)

Composite Pressure Pipe.Table M2101.1, Table P2906.4, Table P2906.5,

Table P2906.6, P2906.11.1, Table AG 101.1

Specification for Polyolefin Pipe and Fittings for Corrosive

Waste Drainage...Table P3002.1(2), Table P3002.2,

Table P3002.3, P3003.11.1

Specification for Coextruded Composite Pipe.Table P3002.1(1), Table P3002.1(2),

Table P3002.2, Table P3009.11

Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength.R608.5.2.2

Specification for Driven Fasteners, Nails, Spikes and Staples.R317.3, R703.3.2, R703.6.3,

Table R703.15.1, Table R703. I5.2, R905.2.5
Specification for Metal Insert Fittings Utilizing a Copper Crimp Ring
for SDR9 Cross-linked Polyethylene (PEX) Tubing and SDR9

Polyethylene of Raised Temperature (PE-RT) Tubing.Table M2101.1, Table P2906.6

Specification for Poly (Vinyl Chloride) (PVC) Plastic Schedule 40 Drainage and

DWV Fabricated Fittings.Table P3002.3

Standard Specification for Plastic Mechanical Fittings for Use

on Outside Diameter Controlled Polyethylene Gas Distribution Pipe and Tubing.M2105.11.1

Specification for Cold Expansion Fittings with PEX Reinforcing Rings for Use with

Cross-linked Polyethylene (PEX) Tubing.Table M2101.1, Table P2906.6

Standard Specification for Special Engineered Fittings, Appurtenances or Valves for

Use in Poly (Vinyl Chloride) (PVC) or Chlorinated Poly (Vinyl Chloride) (CPVC) Systems.M2105.5,

Table 2903.9.4

Standard Specification for Factory Assembled Anodeless Risers and Transition

Fittings in Polyethylene (PE) and Polyamide 11 (PA 11) Fuel Gas Distribution Systems.G2415.15.2

Specification for Metal Insert Fittings for Polyethylene/Aluminum/Polyethylene and
Cross-linked Polyethylene/Aluminum/Cross-linked

Polyethylene Composite Pressure Pipe.P2506.11.1, Table P2906.6

Multilayer Pipe Type 2, Compression Joints for Hot and

Cold Drinking Water Systems.Table P2906.4, Table P2906.5, Table P2906.6

Specification for Cold-expansion Fittings with Metal Compression-sleeves

for Cross-linked Polyethylene (PEX) Pipe.P2906.6

Specification for Window Fall Prevention Devices—with Emergency

Escape (Egress) Release Mechanisms.R310.1.I, R312.2.1, R312.2.2,

R612.2, R612.3

Standard Specification for Stainless Steel Clamps for Securing SDR9
Cross-linked Polyethylene (PEX) Tubing to Metal Insert and

Plastic Insert Fittings..Table M2101.1, Table P2906.6

Standard Specification for Plastic Insert Fittings Utilizing a
Copper Crimp Ring for SDR9 Cross-linked Polyethylene (PEX) Tubing

and SDR9 Polyethylene of Raised Temperature (PE-RT) Tubing.Table P2906.6

Standard Specification for Cross-linked Polyethylene/Aluminum/Cross-linked
Polyethylene Tubing OD Controlled SDR9...Table P2906.4, Table P2906.5

2016 CALIFORNIA RESIDENTIAL CODE

SEPTEMBER 1, 2017 ERRATA
BUFF

517

REFERENCED STANDARDS

F2389—10

F2434—09

F2623—08
F2735—09

F2769—10

F2806—10
F2855—12

F2969—I2

ASTM—continued

Standard for Pressure-rated Polypropylene (PP) Piping Systems.Table M2105.12.1,

Table P2906.4, Table P2906.5,
Table P2906.6, P2906.10.1, Table AG 1011

Standard Specification for Metal Insert Fittings Utilizing a Copper
Crimp Ring for Polyethylene/Aluminum/Cross-linked

Polyethylene (PEX-AL-PEX) Tubing.Table P2906.6

Standard Specification for Polyethylene of Raised Temperature

(PE-RT) SDRG Tubing.Table M2101.1, Table AGIO! .1

Standard Specification for Plastic Insert Fittings for SDR9 Cross-linked

Polyethylene (PEX) and Polyethylene of Raised Temperature (PE-RT) Tubing.Table M2101.1,

Table P2906.6

Polyethylene or Raised Temperature (PE-RT) Plastic Hot and

Cold-Water Tubing and Distribution Systems.Table M2101.1, Table P2906.4,

Table P2906.5, Table P2906.6, Table AG 101.1
Standard Specification for Acrylonitrile-butadiene-styrene (ABS) Plastic Pipe

(Metric SDR-PR).Table M2101.1

Standard Specification for Chlorinated Poly (Vinyl Chloride)/

Aluminum/Chlorinated Poly (Vinyl Chloride) (CPVC AL CPVC)

Composite Pressure Tubing ..Table P2906.4, Table P2906.5, Table AG 101.1

Standard Specification for Acrylonitrile-butadiene-styrene
(ABS) IPS Dimensioned Pressure Pipe..Table M2101.1

Standard

reference

number

American Wood Council
222 Catocin Circle, Suite 201
Leesburg, VA 20175

Title

Referenced
in code
section number

AWC STJR—2015
AWC WFCM—2015

ANSI AWC NDS—2015

ANSI AWC PWF—2015

Span Tables for Joists and Rafters.R502.3, R802.4, R802.5

Wood Frame Construction Manual for One- and

Two-family Dwellings ..R301.1.1, R301.2.1.1, R602.10.8.2,

R608.9.2, Figure R608.9(9), R608.J0

National Design Specification (NDS) for Wood Construction^

with 2015 NDS Supplement.R404.2.2, R502.2, Table R503.1, R602.3, R608.9.2,

Table R703.15.1, Table R703.15.2, R802.2
Permanent Wood Foundation Design Specification.R317.3.2, R401.1, R404.2.3

AWPA

Standard

reference

number

American Wood Protection Association
P.O.Box 361784
Birmingham, AL 35236-1784

Title

Referenced
in code
section number

C l—03 All Timber Products—Preservative Treatment by Pressure Processes.R902.2

M4—1 I Standard for the Care of Preservati ve-treated Wood Products.R317.1.1, R31 8 .1.2

U.1—14 USE CATEGORY SYSTEM: User Specification for Treated Wood

Except Section 6 Commodity Specification H..R317.1, R402.1.2, R504.3,

R703.6.3, R905.7.5, Table R905.8.5, R905.8.6

AWS

Standard

reference

number

A5.8M/A5.8—2011
ANSI/AWS
A5.31M/A5.31—2012

American Welding Society
550 N. W. LeJeune Road
Miami, FL 33126

Title

Specifications for Filler Metals for Brazing and Braze Welding
Specification for Fluxes for Brazing
and Braze Welding Edition: 2 ,Kl .

Referenced
in code
section number

.P3003.6.1

M2103.3, M2202.2, P2906.14, M2103.3

518

SEPTEMBER 1, 2017 ERRATA
BUFF

2016 CALIFORNIA RESIDENTIAL CODE

INDEX

OCCUPIED SPACE

Definition.R202

PARAPETS.R302.2.2, R302.2.3, R606.4.4

PARTICLEBOARD

Floor.R503.3

Walls.R605

PERMITS.1.8.4, R105

PIERS.R606.7

Masonry.R404.1.9

PLANNING

Building.Chapter 3

PLANS.1.8.4, R106

PLASTER

Exterior.R703.7

Interior.R702.2

PLENUM

Definition.R202

PLUMBING

Fixture clearances.R307

Inspection.R109.1.2

PLYWOOD

Application.R703.5

Materials, walls.R604

PRECAST CONCRETE

Footings.R403.4

Foundation material.R402.3.1

Foundation walls.R404.5

PRIVATE

Sewage disposal system.Appendix I

PROTECTION

Against decay and termites.R317, R318

Against radon.Appendix F

PURLINS.R802.5.1

PURPOSE. 1.1.2, R101.3

RADON

Map.Appendix F

RAFTERS

Grade of lumber.R802.1.1

Spans.R802.5

Tables R802.5.1(1) - R802.5.1(8)

RAMPS.R311.8

RESISTANT SIDING MATERIAL (see MATERIALS)

RIDGE BOARD.R802.3

RODENT PROOFING . R602.3.4.1

ROOF

Coverings.R905

Drainage.

.R903.4

Flashing.

. R703.4, R903.2, R905

Steel framing.

.R804

Wood framing.

.R802

ROOF-CEILING CONSTRUCTION

(see CONSTRUCTION). . . .

.Chapter 8

Wind uplift.

_R802.11, R804.3.8

ROOFING

Built-up.

.R905.9

Liquid-applied coating.

.R905.15

Modified bitumen.

.R905.11

Sprayed polyurethane foam .

.R905.14

Thermoplastic single-ply....

.R905.13

Thermoset single-ply.

.R905.12

ROOM

Minimum sizes., . . .

.R304

SANITATION.

.R306

SEISMIC RISK MAP.

.Figure R301.2(2)

SHAKES

Wood.

R702.6, R703.6, R905.8

SHINGLE

Asphalt shingles.

.R905.2

Metal.

.R905.4

Slate.

.R905.6

Wood.

R702.6, R703.6, R905.7

SHOWER

Compartment.

.R307.2

SIDING

Exterior coverings.

.R703

SITE

Address.

.R319

Preparation.

R408.5, R504.2, R506.2

SIZE

Of rooms.

.R304

SKYLIGHTS.

.R308.6

SLATE SHINGLES.

.R905.6

SMOKE ALARMS.

. R314

SMOKE-DEVELOPED INDEX

.R302.9, R302.10

SNOW LOAD MAP.

.Figure R301.2(5)

SOIL INVESTIGATIONS.

.R401

SOLAR ENERGY SYSTEMS

. R324

SPANS

Steel (allowable)..

. . . R505.3.2, R804.3.2.1

Wood (allowable).

.R502.3, R802.5

SPRINKLER (see FIRE SPRINKLER SYSTEMS)

STAIRWAYS.R311.7

STANDARDS.Chapter 44, Appendix G

STEEL

Fireplace units. R1001.5.1

Floor construction. R505

2016 CALIFORNIA RESIDENTIAL CODE

SEPTEMBER 1, 2017 ERRATA
BUFF

665

INDEX

Roof-ceiling construction.R804

Walls.R603

STORM SHELTERS.R323

STORY

Definition.R202

STRUCTURAL INSULATED PANEL (SIP).R610

STUDS

Wood.R602.2, R602.3

Spacing.R602.3.1

Steel.R603.2, R603.3

SUPPORT

Of decks.R507.1

Of floor joists.R502.6, R505.3.2

Of masonry chimneys.R1003.2,

R1003.3, R1003.4

SWIMMING POOLS.R326

TEMPERATURE ISOLINES.Figure R301.2(1)

TERMINATION

Of chimneys.R1003.9

TERMITES

Infestation probability map.Figure R301.2(6)

Protection.R318

THICKNESS

Of chimney walls.R1003.10

TIES

Veneer.R703.8.4

TILE

Shingles (clay and concrete).R905.3

TOWNHOUSE

Definition.R202

Scope.1.1.3, R101.2

Separation.R302.2

TRUSSES

Steel.R505.1.3, R804.3.6

Wood.R502.11, R802.10

UNDERFLOOR

Space.R408

UNVENTED ATTIC ASSEMBLIES.R806.5

VAPOR RETARDERS.R506.2.3, R702.7

Capillary break.R506.2.3.1

Definition...R202

VENEER

Roof.R806

Underfloor.R408.1

VIOLATIONS

And penalties.R113

VOLATILE ORGANIC COMPOUNDS (voc’s)

Pollutant control.R340

WALLBOARD

Gypsum.R702.3

WALLS

Bracing, steel.R603.9

Bracing, wood.R602.10

Construction.Chapter 6

Covering.Chapter 7

Cripple.R602.9

Deflection.R301.7

Exterior covering.R703

Finishes.R302.9, R702

Fireplace.R1001.5

Foundation.R404

Insulating concrete form.R608.3, R608.4,

R608.5.3

Steel framing.R603

Structural insulated panels (SIP).R610

Thickness, masonry chimneys.R1003.10

Wood framing.R602

WASTE

Construction waste . R334

WATER CLOSET

Clearances for.R306.1

WATER HEATER, ANCHORAGE.R301.2.2.3.7

WATERPROOFING

And dampproofing.R406

WIND SPEED MAP.Figure R301.2(4)A

WINDOW. . . ..R609

Fall prevention.R312.2

Opening limiting devices.R312.2.2

WOOD

Floor construction.R502

Foundation walls.R404.2

Roof-ceiling construction.R802

Shakes.R905.8

Shingles.R905.7

Trusses.R502.11, R802.10

Walls.R602

Masonry... .
VENTILATION
Bathroom.. .

.R703.7

.R303.3

YARD

Definition

R202

666

SEPTEMBER 1, 2017 ERRATA
BUFF

2016 CALIFORNIA RESIDENTIAL CODE

HISTORY NOTE APPENDIX

California Residential Code

Title 24, Part 2.5, California Code of Regulations (CCR)

For prior code history, see the History Note Appendix to the
California Residential Code , 2013 Triennial Edition, effec¬
tive January 1, 2014.

1. (HCD 02/15, SFM 05/15) - Adopt the 2015 edition of
the International Residential Code published by the
International Code Council, for incorporation into the
2016 California Residential Code , CCR Title 24, Part
2.5 with amendments for State regulated occupancies,
effective on January 1,2017.

2. Errata to correct editorial errors within the preface as
well as throughout various chapters in this code. Effec¬
tive January 1, 2017.

3. Errata to correct editorial errors throughout the code.
Effective September 1, 2017.

2016 CALIFORNIA RESIDENTIAL CODE

SEPTEMBER 1,2017 ERRATA
BUFF

667

668

SEPTEMBER 1, 2017 ERRATA
BUFF

2016 CALIFORNIA RESIDENTIAL CODE

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