HomeMy WebLinkAbout1997-04-08 - AGENDA REPORTS - TITLE 18 SECTION 18 02 AMEND (2)AGENDA REPORT
City Manager Approval /&
Item to be presented
Ruben M. Barrera
UNFINISHED BUSINESS
DATE:
SUBJECT:
DEPARTMENT:
BACKGROUND
April 8, 1997
ADOPTION OF AMENDMENTS TO TITLE 18 OF THE SANTA CLARITA
MUNICIPAL CODE - BUILDING CODE, SECTION 18.02 AMENDMENTS
TO CERTAIN SECTIONS - EARTHQUAKE PROVISIONS
ORDINANCE NO. 97-4
Building and Engineering Services
On March 25, 1997 the City Council introduced Ordinance No. 97-4 amending the City of Santa
Clarita Municipal Code and passed the matter to a second reading at tonight's meeting. The
Ordinance presents all of the Building Code amendments contained in the Municipal Code.
RECOMMENDATION
The City Council adopt Ordinance 97-4 amending the City of Santa Clarita Municipal Code.
ATTACHMENT
Agenda Report dated March 25, 1997
Ordinance No. 974
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APPROUED Agenda Item:jQ4%.
AGENDA REPORT
City Manager Approval
Item to be presented by:
Ruben M. Barrera
IzIWita6.11I..1121:1 M
DATE: March 25, 1997
SUBJECT: ADOPTION OF AMENDMENTS TO TITLE 18 OF THE SANTA CLARITA
MUNICIPAL CODE - BUILDING CODE, SECTION 18.02
AMENDMENTS TO CERTAIN SECTIONS - EARTHQUAKE PROVISIONS
ORDINANCE NO. 97-4
DEPARTMENT: Building and Engineering Services
On October 22, 1996, the Building and Safety Division presented to the City Council information on
possible amendments to the Building Codes regarding earthquake design provisions to improve
earthquake safety. At that time, staff presented several options for possible code amendments and
recommended that the City Council direct staff to prepare earthquake amendments similar to those
developed by the County of Los Angeles. The City Council concurred with staff s recommendation.
Staff has since conducted two public participation meetings resulting in positive industry feedback
and received no opposition to the proposed amendments.
These earthquake amendments will result in added building strength in resisting earthquake forces
for wood frame buildings. They will also provide for construction of stronger concrete and steel
frame buildings. It is estimated that these changes will add approximately $1,200-$1,500 to the cost
of a new home and less than 1 percent added cost for other types of construction.
Ordinance 97-4 amends Section 18.02 dealing with soils engineering, fire safety and other local
building safety requirements, by repealing the section in its current form and restructuring it for
editorial purposes to include the proposed earthquake provisions.
RECOMMENDATION
The City Council introduce Ordinance 97-4 amending the City of Santa Clarita Municipal Code,
waive further reading, and pass to second reading.
Ordinance No. 97-4
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PUBLIC NOTICE
NOTICE IS HEREBY GIVEN that on March 25, 1997, the City Council of the City of Santa
Clarita introduced an ordinance entitled:
AN ORDINANCE OF THE CITY OF SANTA CLARITA, CALIFORNIA, AMENDING
THE MUNICIPAL CODE AT SECTION 18.02 OF TITLE 18 RELATING TO THE
BUILDING CODE
This ordinance relates to amendments to the Uniform Building Code and will result in added
building strength in resisting earthquake forces for wood frame buildings and to provide for
construction of stronger concrete and steel frame buildings.
A certified copy of the complete text of the ordinance is posted and may be read in the City
Clerk's Office, 23920 Valencia Boulevard, Suite 301, Santa Clarita, and/or a copy may be
obtained from that office.
Dated this 1st day of April, 1997.
..�. '
Sharon L. Dawson, CMC, City Clerk
City of Santa Clarita
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES )
CITY OF SANTA CLARITA )
Sharon L. Dawson, being first duly sworn, deposes and says that she is the duly
appointed and qualified City Clerk of the City of Santa Clarita and that by Tuesday, April 1,
1997, she caused a certified copy of the subject ordinance to be posted and made available for
public review in the City Clerk's office and a copy of the ordinance summary to be published as
required by law.
Sharon L. Dawson, CMC, City Clerk
City of Santa Clarita
ORDINANCE 97- 4
AN ORDINANCE OF THE CITY COUNCIL
OF THE CITY OF SANTA CLARITA, CALIFORNIA,
AMENDING THE MUNICIPAL CODE AT
SECTION 18.02 OF TITLE 18
RELATING TO THE BUILDING CODE
WHEREAS, the City of Santa Clarita is located in a region having unique geologic conditions,
including known active seismic faults, and identified by the Uniform Building Code and by the State
of California as a region having a high degree of seismic activity as evidenced by the 1994 Northridge
Earthquake; and
WHEREAS, the soil located in the region is unique in its high sulfate content and exhibits a high
degree of expansivity; and
WHEREAS, the climate is and in nature and the topography of the City consists of numerous
canyons and hillsides thereby posing a high degree of fire hazard; and
WHEREAS, the above factors justify that all of the attached amendments to the State Building Code
are related to the topography, geology or climate of the City of Santa Clarita, and
WHEREAS, this Ordinance repeals and re -adopts those technical local amendments dealing with
specific unique conditions of this community.
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF SANTA CLARITA,
CALIFORNIA, DOES ORDAIN AS FOLLOWS:
SECTION 1. Section 18.02 of Title 18 of the Santa Clarita Municipal Code relating to the Building
Code, is hereby repealed.
SECTION 2. The Santa Clarita Municipal Code is hereby amended to add Section 18.02 -
Amendments to Certain Sections, relating to the amendments to the Building Code, to read as
follows:
i IMMWKOAJPI
AMENDMENTS TO CERTAIN SECTIONS
18.02.010 Amendments to Certain Sections
The following sections of the Uniform Building Code, as adopted by Section 18.01.010
hereof, are hereby added, deleted, or amended as follows:
A. Section 1503 amended. Roof covering requirements. Section 1503 of the
Uniform Building Code is amended to read as follows:
"Sec. 1503. The roof covering on any structure regulated by this code shall be a
minimum Class - B, unless required to be Class - A per Table No. 15-A, and as classified in Section
1504. Wood shakes and shingles shall be fire retardant as defined in Section 1502.
The roof -covering assembly includes the roof deck, underlayment, interlayment,
insulation and covering which is assigned a roof -covering classification."
B. Section 1611 amended. Anchorage of Concrete or Masonry Walls, Section
1611 of the Uniform Building Code is amended to read as follows:
"Sec. 1611. Concrete or masonry walls shall be anchored to all floors, roofs and other
structural elements which provide required lateral support for the wall. Such anchorage shall provide
a positive direct connection capable of resisting the horizontal forces specified in this chapter or a
minimum force of 300 pounds per lineal foot (4.38 kN/m) of wall, whichever is greater. Walls shall
be designed to resist bending between anchors where the anchor spacing exceeds 4 feet (1220 mm).
Required anchors in masonry walls of hollow units or cavity walls shall be embedded in a reinforced
grouted structural element of the walls. See Sections 1630, 1631.2.8, and 1631.2.9."
C. Subsection 1631.2.8 amended. Anchorage of concrete or masonry walls.
Subsection 1631.2.8 of the Uniform Building Code is amended to read as follows including the
addition of subsections 1631.2.8.1, 1631.2.8.2 and 1631.2.8.3:
"1631.2.8. Anchorage of concrete or masonry walls. Concrete or masonry walls shall
be anchored to all floors and roofs which provide lateral support for the wall. The anchorage shall
provide a positive direct connection between the wall and floor or roof construction capable of
resisting the horizontal forces specified in Section 1630 or Section 1610. Requirements for
developing anchorage forces in diaphragms and for design of wall anchorages are given in Section
1631.2.9 below. Diaphragm deformation shall be considered in the design of the supported walls.
When pilasters are present in the wall, pilasters shall be anchored to crossties. The anchorage force
at the pilasters shall be computed with the assumption that the wall panels between the pilasters are
supported on four sides. The following conditions shall be satisfied.
1631.2.8.1. Symmetry. Symmetry of anchorage systems is required. Non -
symmetrical anchorage systems may be allowed when it can be shown that all components of forces
are positively resisted as determined by calculations or tests.
1631.2.8.2. Minimum roof member size. Wood members used to develop anchorage
forces to the diaphragm shall not be less than 3 -inch nominal thickness. All such members must be
checked for earthquake loads as part of the wall anchorage system in addition to dead and live loads.
1631.2.8.3. Combination of anchor types. The maximum allowable combined load
resisted by a combination of different types of anchors that exhibit different behavior or stiffness is
not the sum of the allowable load for each anchor."
D. Item 4 of subsection 1631.2 .9 amended Anchorage of concrete or
masonry walls. Item 4 of subsection 1631.2.9 of the Uniform Building Code is amended to read as
follows:.
"4. Diaphragms supporting concrete or masonry walls shall have continuous ties or
struts between diaphragm chords to distribute the anchorage forces specified in Section 1631.2.8.
The spacing of the continuous ties shall not exceed 24 feet (7315 mm). Added chords may be used
to form subdiaphragms to transmit the anchorage forces to the continuous crossties. The maximum
diaphragm shear used to determine the depth of the subdiaphragm shall be 250 pounds per foot (3.65
Min)."
E. Subsection 1631.2 .9 amended Anchorage of concrete or masonry walls
Subsection 1631.2.9 of the Uniform Building Code is amended by adding Items 8 and 9 as follows:
"8. The steel elements of the wall anchorage system shall be designed by the allowable
stress design method using a load factor of 1.7. Strength design, using a load factor of 1.7 for
earthquake loading, shall be used for design of embedments in concrete.
9. When designing the diaphragm to comply with the requirements stated above, the
return walls and fins/canopies at entrances shall be considered. Seismic design of return walls and
fins/canopies at entrances shall ensure deflection compatibility with the diaphragm by either
seismically isolating the element or attaching the element and integrating its load into the diaphragm."
F. Table 16-0 amended. Horizontal Force Factor, P. Note 3 of Table 16-0
of the Uniform Building Code is amended to read as follows:
"3. Where flexible diaphragms, as defined in Section 1628.6, provide lateral support
for walls and partitions of masonry and concrete, the value of CP for anchorage shall be increased 50
percent."
G. Section 1803.3 added. Soils Containing Sulfates. Section 1803.3 added
to the Uniform Building Code to read as follows:
"1803.3 - Soils Containing Sulfates. Foundations for structures resting on soils
containing sulfates shall require special design consideration. (See also Sections 1905.2, 1804.6 and
1806.11 )"
H. Section 1804.6 added. Soils Containing Sulfates. Subsections 1804.6 and
1804.7 are renumbered to 1804.7 and 1804.8 and a new subsection 1804.6 is added to read:
"1804.6 - Soils Containing Sulfates. In soils containing sulfates, the Building Official
may require that special provisions be made in the foundation design and construction to safeguard
against damage due to salt weathering. The Building Official may require a special investigation and
report to provide this design and construction criteria."
I. Section 180610 added Foundation on Expansive Soil Section 1806.10
is added to read as follows:
"1806.10 -Foundations on Expansive Soil. Foundation systems on expansive soil
shall be constructed in a manner that will minimize damage to the structure from movement of the
soil. Slab -on -grade and mat -type footings for buildings located on expansive soils may be designed
in accordance with the provisions of Division III or such other engineering design based upon
geotechnical recommendation as approved by the Building Official. For residential -type buildings,
where such an approved method of construction is not provided, foundations and floor slabs shall
comply with the following requirements:
1. Depth of foundations below the natural and finish grades shall be not less than 24
inches for exterior and 18 inches for interior foundations.
2. Exterior walls and interior bearing walls shall be supported on continuous
foundations.
3. Foundations shall be reinforced with at least two continuous one -half-inch
diameter deformed reinforcing bars. One bar shall be placed within four inches of the bottom of the
foundation and one within four inches of the top of the foundation.
4. Concrete floor slabs on grade shall be cast on a four -inch fill of coarse aggregate
or on a moisture barrier membrane. The slabs shall be at least three and one-half inches thick and
shall be reinforced with welded wire mesh or deformed reinforcing bars. Welded wire mesh shall
have a cross-sectional area of not less than five -hundredths square inch per foot each way.
Reinforcing bars shall have a diameter of not less than three-eighths (3/s) inch and be spaced at
intervals not exceeding 24 inches each way.
5. The soil below an interior concrete slab shall be saturated with moisture to a depth
of 18 inches prior to casting the concrete."
J. Rection 180611 added Foundations on Soils Containing Sulfates.
Section 1806.11 is added to read as follows:
"1806.11- Foundations on Soils Containing Sulfates: Foundations systems on soils
containing sulfates shall be constructed in a manner that will minimize damage to the structure from
salt weathering. Slab -on -grade footings for buildings located on soils containing sulfates may be
designed in accordance with engineering design based upon geotechnical recommendations as
approved by the Building Official. For residential -type buildings, where such an approved method
of construction is not provided, foundation and floor slabs shall comply with the requirements
specified under Section 1806.10, items 1, 2, 3 and 4."
K. Subsection 1909.3.4.2 deleted. Design Strength of Concrete: Subsection
1909.3.4.2 of the Uniform Building Code is deleted in its entirety.
L. Subsection 1910.8.4 amended. Limits of Section: Subsection 1910.8.4
of the Uniform Building Code is amended to read as follows:
"1910.8.4. Limits of section. For a compression member with a cross section larger
than required by considerations of loading, it shall be permitted to base the minimum reinforcement
and design strength on a reduced effective area Ag not less than one-half the total area. This provision
shall not apply in Seismic Zones 3 and 4."
M. Subsection 19217 amended Frame Members Not Part of the Lateral -
Force Resisting System. Subsection 1921.7 of the Uniform Building Code is amended to read as
follows:
"1921.7. Frame Members Not Part of the Lateral -Force Resisting System.
1921.7.1. Frame members assumed not to contribute to lateral resistance shall be
detailed according to Section 1921.7.2 or 1921.7.3 depending on the magnitude of moments induced
in those members when subjected to 3 (Rw/8) times the displacements resulting from the specified
lateral forces in conformance with the requirements of Section 1631.2.4. When induced moments
under lateral displacements are not calculated, Section 1921.7.3 shall apply.
1921.7.2. When the induced moments and shears under lateral displacements of
Section 1921.7.1 combined with the factored gravity moments and shear loads do not exceed the
design moment and shear strength of the frame member, the following conditions shall be satisfied.
For this purpose the load combinations (1.4D+1.4L) and 0.9D shall be used.
1921.7.2.1. Members with factored gravity axial forces not exceeding (Agf/10), shall
satisfy Section 1921.3.2.1. Stirrups shall be placed at not more than d/2 throughout the length of the
member.
1921.7.2.2. Members with factored gravity axial forces exceeding (Agf/10), but not
exceeding 0.3P. shall satisfy Sections 1921.4.3, 1921.4.4.1 item 3, and 1921.4.4.3. Design shear
strength shall not be less than the shear associated with the development of nominal moment strengths
of the member at each end of the clear span. The maximum longitudinal spacing of ties shall be so
for the full column height. The spacing S, shall not be more than (1) 6 diameters of the smallest
longitudinal bar enclosed, (2) 16 tie -bar diameters, (3) one-half the least cross-sectional dimension
of the column and (4) 6 inches (152 mm).
1921.7.2.3. Members with factored gravity axial forces exceeding 0.3P shall satisfy
Sections 1921.4.4 and 1921.4.5.
1921.7.3. When the induced moments under lateral displacements of Section 1921.7.1
exceed the design moment strength of the frame member or where induced moments are not
calculated, the following conditions in Sections 1921.7.3.1 through 1921.7.3.3 shall be satisfied.
1921.7.3.1. Materials shall satisfy Sections 1921.2.4, 1921.2.5 and 1921.2.6.
1921.7.3.2. Members with factored gravity axial forces not exceeding (Agf/10) shall
satisfy Sections 1921.3.2.1 and 1921.3.4. Stirrups shall be placed at not more than d/2 throughout
the length of the member.
1921.7.3.3. Members with factored gravity axial forces exceeding (Agf/10) shall
satisfy Sections 1921.4.4, 1921.4.5 and 1921.5.2.1.
1921.7.4. Ties at anchor bolts. Additional ties which engage at least four vertical
column bars shall be provided around anchor bolts which are set in the top of a column. Such ties
shall be within 5 inches (127 nun) of the top of the column and shall consist of two No. 4 or three No.
3 bars."
N. Subsection 2211.7.1.2 deleted. Connection Strength. Subsection 2211.7.1.2
of the Uniform Building Code is deleted in its entirety.
O. Subsection 2211.7.1.3 amended. Alternate Connection, Subsection
2211.7.1.3 of the Uniform Building Code is amended to read as follows:
"2211.7.1.3. Connection strength. Connection configurations utilizing welds or high-
strength bolts may be used if they are shown by approved cyclic test results or calculation to develop
the strength criteria in Section 2211.7.1.1 considering the effects of steel overstrength and strain
hardening and to demonstrate an inelastic rotational capacity compatible with the type of moment
frame structural system used in the design. FYb as used in Section 2211.7.5 shall include the effects
of overstrength and strain hardening."
P. Subsection 2314.1 amended. General. Subsection 2314.1 of the Uniform
Building Code is amended to read as follows:
"2314.1. General. Lumber, wood structural panel, and particle board diaphragms may
be used to resist horizontal forces in horizontal and vertical distributing or resisting elements,
provided the deflection in the plane of the diaphragm, as determined by calculations, tests or analogies
drawn therefrom, does not exceed the permissible deflection of attached distributing or resisting
elements. See U.B.C. Standard No. 23-2 for a method of calculating the deflection of a blocked
wood structural panel diaphragm.
Permissible deflection shall be that deflection up to which the diaphragm and any
attached distributing or resisting element will maintain its structural integrity under assumed load
conditions, i.e., continue to support assumed loads without danger to occupants of the structure.
Connections and anchorages capable of resisting the design forces shall be provided
between the diaphragms and the resisting elements. Openings in diaphragms which materially affect
their strength shall be fully detailed on the plans and shall have their edges adequately reinforced to
transfer all shearing stresses.
Size and shape of diaphragms shall be limited as set forth in Table No. 23 -I -I.
In the City of Santa Clarita, lumber, plywood and particle board diaphragms shall not
be considered as transmitting lateral forces by rotation.
EXCEPTION: One-story, attached or detached residential garages or similar non -
habitable wood -framed structures with a maximum depth normal to the open side of 25 feet (7620
mm) and a maximum width of 25 feet (7620 mm).
Diaphragm sheathing nails or other approved sheathing connectors shall be driven
flush but shall not fracture the surface of the sheathing."
Q. Section 2314 amended Wood Shear Walls and Diaphragms Section
2314 of the Uniform Building Code is amended by adding Subsections 2314.5.6 and 2314.5.7 to read
as follows:
"2314.5.6. Hold-down connectors. Hold-down connectors shall be designed to resist
shear wall overturning moments using approved cyclic load values or 75 percent of the allowable
earthquake load values that do not consider cyclic loading of the product. Connector bolts into wood
framing require approved plate washers. Hold-downs shall be tightened just prior to covering the
wall framing.
2314.5.7. Shear wall sill plates. Sill plates supporting shear walls with lateral loads
greater than 300 pounds/foot (4.38 Min) require a 3 -inch nominal or greater thickness and shall be
designed to transfer the loading to the framing or foundation below. Foundation anchor bolts in such
walls shall have an approved plate washer under each nut. The nuts shall be tightened just prior to
covering the wall framing."
R. Subsection 2326.11.3 amended. Bracing. Subsection 2326.11.3 of the
Uniform Building Code is amended to read as follows:
"2326.11.3: Bracing. Braced wall lines shall consist of braced wall panels which meet
the requirements for location, type, and amount of bracing specified in Table 23 -I -W and are in line
or offset from each other by not more than 4 feet (1219 nun). Braced wall panels shall start at not
more than 8 feet (2438 mm) from each end of a braced wall line. All braced wall panels shall be
clearly indicated on the plans. Construction of braced wall panels shall be by one of the following
methods:
1. Wood structural panel sheathing with a thickness not less than 3/8 inch (9.5 mm)
in accordance with Tables 23 -I -M -I and 23 -I -N-1.
2. Portland cement plaster on studs spaced 16 inches (406 mm) on center installed
in accordance with Table 25-I.
For method 1, each braced wall panel must be at least 48 inches (1219 mm) in length,
covering three stud spaced where studs are spaced 16 inches (406 mm) apart and covering two stud
spaces where studs are spaced 24 inches (610 mm) apart.
For method 2, the braced panel must be at last 96 inches (2438 mm) in length.
All vertical joints of panel sheathing shall occur over studs. Horizontal joints shall
occur over blocking equal in size to the studding except where waived by the installation
requirements for the specific sheathing material.
Braced wall panel sole plates shall be nailed to the floor framing and top plates shall
be connected to the framing above in accordance with Table 23 -I -Q. Sills shall be bolted to the
foundation or slab in accordance with Section 1806.6: Where joists are perpendicular to braced wall
lines above, blocking shall be provided under and in line with the braced wall panels."
S. Subsection 2326.11.4 deleted. Alternate Braced Wall Panels, Subsection
2326.11.4 of the Uniform Building Code is deleted in its entirety.
T. Table 23-I-1 amended Maximum Diaphragm Dimension Ratios Table
234-I of the Uniform Building Code is amended to read as follows:
TABLE 23-I-1— MAXIMtJM DIAPHRAGM DIMENSION RATIOS
MATERIAL
HORIZONTAL
DIAPHRAGMS
VERTICAL
DIAPHRAGMS
Maximum
Maximum
Span -Width
Height -Width
Ratios
Ratios
1. Diagonal sheathing, conventional
.3:1
---
2. Diagonal sheathing, special
4:1
2:1
3. Wood structural panels nailed all edges
4:1
2:1
4. Wood structural panels blocking omitted at
intermediate joints
4:1
---
Ill
U. Table 23 -I -K-1 amended. Allowable shear for wind or seismic forces. Table 23 -I -K-1 of the Uniform Building Code
is amended to read as follows:
TABLE 23 -I -K-1 —ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR
WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 1, 2, S
PANEL GRADE
3,4INIMUM
NOMINAL
PANEL
THICKNESS
(Inches)
MINIMUM
NAIL
PENETRATION
IN FRAhIING
(Inches)
NAIL
SIZE
(Common or
Galvanized
Box)
PANELS APPLIED DIRECT TO FRAMING
X 25.4 for mm
Nail Spacing at Plywood
X 25.4 for mm
14
3
z
6
1
12
X 0.0146 for N/mm
STRUCTURAL 1
6d
8d
3/8
1 Ys
8d
170
270
345
455
7/16
15'2
8d
190
295
375
500
15/32
1 Y2
8d
210
320
410
550
15/32
1518
10d
235
380
500
650
C -D, C -C
6d
8
STRUCTURAL Il,
3/8
1114
6d
150
225
290
380
8d
plywood panel
3/8
1 V.
8d
165
240
305
395
siding and other
covered in
7/16
I v2
sa
Iso
260
335
435
grades
U.B.C. Standard
23-2 or 23-3
15/32
I'h
8d
200
285
370
480
15/32
15/8
10d
230
345
450
580
---
---
---
---
---
19/32
1518
10d
255
380
500
650
NAIL SIZE
(Galvanized
Casing)
Plywood panel siding in grades
covered in U.B.C. Standard 23-
2
3/8
1 t/2
Sd
120
180
230
305
I1
All panel edges backed with 2 -inch (51 mm) nominal or thicker framing. Panels installed either
horizontally or vertically. Space nails at 6 inches (152 mm) on center along intermediate framing
members for 3/8 -inch (9.5 nun) and 7/16 -inch (11 mm) panels installed on studs spaced 24 inches
(610 mm) on center and 12 inches (305 nun) on center for other conditions and panel
thicknesses. These values are for short -time loads due to wind or earthquake and must be
reduced 25 percent for normal loading. Allowable shear values for nails in framing members of
other species set forth in Table 23 -III -FF of Division III shall be calculated for all other grades
by multiplying the shear capacities for nails in STRUCTURAL I by the following factors: 0.82
for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for
species with a specific gravity of less than 0.42.
2. Where panels are applied on both faces of await and nail spacing is less than 6 inches (152 mm)
on center on either side, panel joints shall be offset to fall on different framing members or
framing shall be 3 -inch (76 mm) nominal or thicker and nails on each side shall be staggered.
Framing at adjoining panel edges shall be 3 -inch (76 nun) nominal or thicker and nails shall be
staggered where nails are spaced 2 inches (52 mm) on center.
4. Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or thicker and nails shall be
staggered where 10d nails having penetration into framing of mor than 15/8 inches (41 mm) are
spaced 3 inches (76 mm) or less on center.
Shear panel assemblies designed to resist more than 300 pounds per foot (4.38 kn/m) shall have
3 -inch (76 mm) nominal or thicker sill plates and nails shall be placed not less than 1/2 -inch (13
mm) from the panel edges and not less than 3/8 -inch (9.5 mm) from the edge of the connecting
members.
V. Table 23-1-K-2 deleted. Allowable Shear for Wind or Seismic Forces in
Pounds per Foot for Particle Board Shear Walls with Framing of Douglas Fir -Larch or
Southern Pine. Table 23 -I -K-2 of the Uniform Building Code is deleted in its entirety.
12
W. Table 23 -I -W amended. Braced Wall Panels. Table 23 -I -W of the Uniform
Building Code is amended to read as follows:
TABLE 23 -I -W -- WALL BRACING
1. This table specifies minimumrequirements for braced panels which form interior or exterior braced wall lines.
2. See Section 2326.11.3 for full description.
3. Building length is the dimension parallel to the braced wall length
X. Subsection 3102.4.3 amended. Reinforcing and Seismic Anchoraze.
Subsection 3102.4.3 of the Uniform Building Code is amended to read as follows:
3102.4.3 Reinforcing and Seismic Anchorage. Every element of a masonry or
concrete chimney, flue, fireplace or barbecue that extends 6 feet (1829 mm) or more above grade or
that is part of a building shall be designed and constructed in accordance with Chapters 16, 18, 19,
21, and 22.
Y. Subsection 2513.4 amended. Height -to -Length Ratio. Subsection 2513.4
of the Uniform Building Code is amended to read as follows:
2513.4. Height -to -Length Ratio. The maximum allowable height -to -length ratio for
the construction in this Section shall be 2 to 1. Wall sections having height -to -length ratios in excess
of 1 '/2 to 1 shall be blocked. All shear walls designed to resist seismic loads in the City of Santa
Clarita shall have a maximum allowable height -to -length ratio of 1 to 1.
13
CONSTRUCTION METHOD
BRACED PANEL
CONDITION
LOCATION
1
2
AND LENGTH
(plywood)
(stucco)
One story, or Top of Two
X
Each end and not more than 25 feet
Story
(7620 mm) on center but not less than
25% of wall length
One Story or Top of Two Story
X
Each end and not more than 25 feet
(7620 mm) on center but not less than
50% of wall length
First Story of Two Story
X
Each end and not more than 25 feet
(7620 mm) on center but not less than
50% of wall length
1. This table specifies minimumrequirements for braced panels which form interior or exterior braced wall lines.
2. See Section 2326.11.3 for full description.
3. Building length is the dimension parallel to the braced wall length
X. Subsection 3102.4.3 amended. Reinforcing and Seismic Anchoraze.
Subsection 3102.4.3 of the Uniform Building Code is amended to read as follows:
3102.4.3 Reinforcing and Seismic Anchorage. Every element of a masonry or
concrete chimney, flue, fireplace or barbecue that extends 6 feet (1829 mm) or more above grade or
that is part of a building shall be designed and constructed in accordance with Chapters 16, 18, 19,
21, and 22.
Y. Subsection 2513.4 amended. Height -to -Length Ratio. Subsection 2513.4
of the Uniform Building Code is amended to read as follows:
2513.4. Height -to -Length Ratio. The maximum allowable height -to -length ratio for
the construction in this Section shall be 2 to 1. Wall sections having height -to -length ratios in excess
of 1 '/2 to 1 shall be blocked. All shear walls designed to resist seismic loads in the City of Santa
Clarita shall have a maximum allowable height -to -length ratio of 1 to 1.
13
Z. Table 25-I amended. Allowable Shear for Wind or Seismic Forces in Pounds tier Foot for Vertical Diaphragms of
Lath and Plaster or Gypsum Board Frame Wall Assemblies. Table 25-I of the Uniform Building Code is amended to read as follows:
TABLE 25-I — ALLOWABLE SI MAR FOR WIND OR SEISMIC FORCES IN
POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR
GYPSUM BOARD FRAME WALL ASSEMBLIES ( 1,5,6)
TYPE OF MATERIAL
THICKNESS
OF MATERIAL
WALL
CONSTRUCTION
NAIL
SPACING
MAXIMUM
SMEAR VALUE
MINIMUM NAIL SIZE
X 14.6 for N/m
X 25.4 for mm
x 25.4 for mm
Seismic
Wind
X 25.4 for mm
1.. Expanded metal, or
woven wire lath - and
7/8"
Unblocked
6
90
180
No. 11 gage, l ''/z' long, 7/16" head, galvanized
and be furred a minimum of 1/4" No. 16 gage
2. Gypsum lath
3/8" lath and 1/2" plaster
Unblocked
5
30
100
No. 13 gage, 1 1/8" long, 19/64" head,
plasterboard blued nail
3. Gypsum wallboard or
veneer base
2/2" x 2'x 8'
!4" x 4'
Y2" x 4'
Unblocked
Blocked
Unblocked
4
4
7
30
30
30
75
175
100
No. 11 gage, 13/4" long, 7/16" head, diamond -
point, galvanized
4. Gypsum wallboard or
veneer base
Unblocked
7
30
100
5d cooler or wallboard
4
1 30
125
Blocked
7
30
125
4
30
150
5/8"
Unblocked
7
30
115
6d cooler or wallboard
4
30
145
Blocked
7
30
145
4
30
175
Blocked
Two ply
Base ply: 9
Face ply: 7
30
250
Base ply - 6d cooler or wall board
Face ply - 8d cooler or wallboard
14
1. These vertical diaphragms shall not be used to resist loads imposed by masonry or concrete
construction. See Section 2513.2. Values shown are for short-term loading due to wind. Values
shown must be reduced 25 percent for normal loading.
2. Applies to nailing at all studs, top and bottom plates and blocking,
3. Alternate nails may be used if their dimensions are not less than the specified dimensions.
4. For properties of cooler or wallboard nails, see Section 2340.1.2.
5. This construction shall not be used below the top level of wood construction in a multi -leveled
building.
6. This maximum height to length ratio for shear walls constructed of these materials shall not
exceed one to one (1:1).
7. Self -furring lath attached with staples may be permitted for non-structural application only.
AA. Section 1022 added. 'Building Security." Section 1022 is hereby added
to read as follows:
Section 1022 -.Building Security
1022.1. Purpose. The purpose of this section is to provide a nominal level of
resistance to unlawful entry.
1022.2. Scope. The provisions of this section shall apply to enclosed Group B, F,
M and R Occupancies and enclosed private garages.
1022.3. Limitations. No provisions of this chapter shall require or be construed to
require devices on exit doors or on sleeping room emergency exits contrary to the requirements
specified in Chapter 10 and Section 310.4.
1022.4. Alternate Security Provisions. The provisions of this chapter are not
intended to prevent the use of any device or method of construction not specifically prescribed by this
code when such alternate provides equivalent security.
1022.5. Definitions. For the purpose of this section, certain terms are defined as
follows:
CYLINDER GUARD is a protective metal device of hardened steel or with a
hardened steel insert that covers or surrounds the exposed portion of the lock cylinder for the purpose
of protecting the cylinder from wrenching, prying, cutting, driving through, or pulling out by attack
tools.
DEAD BOLT is a bold which has no automatic spring action and which is operated
by a key cylinder, thumbturn or lever, and is positively held fast when in the projected position.
DEADLOCKING LATCH is a latch in which the latch bolt is positively held in the
projected position by a guard bolt, plunger or auxiliary mechanism.
LATCH is a device for automatically retaining the door in a closed position upon its
closing.
15
1022.6. TESTS.
1022.6.1 Sliding Glass Doors. Panels shall be closed and locked. Tests shall be
performed in the following order:
1. Test A. With the panels in the normal position, a concentrated load of 300 pounds
shall be applied separately to each vertical pull stile incorporating a locking device, at a point on the
stile within six inches of the locking device, in the direction parallel to the plane of glass that would
tend to open the door.
2. Test B. Repeat Test A while simultaneously adding a concentrated load of 150
pounds to the same area of the same stile in a direction perpendicular to the plane of glass toward the
interior side of the door.
3. Test C. Repeat Test B with the 150 -pound force in the reversed direction toward
the exterior side of the door.
4. Test D, E, and F. Repeat Tests A, B and C with the movable panel lifted upwards
to its full limit within the confines of the door frame.
5. Identification. Sliding glass door assemblages subject to the provisions of this
section shall bear a label or other approved means of identification indicating compliance with these
tests. The label shall be a type authorized through a recognized testing agency which provides
periodic follow-up inspection service.
1022.6.2 Sliding Glass Windows. Sash shall be closed and locked. Tests shall be
performed in the following order:
1. Test A. With the sliding sash in the normal position, a concentrated load of 150
pounds shall be applied separately to each sash member incorporating a locking device, at a point on
the sash member within six inches of the locking device, in the direction parallel to the plane of glass
that would tend to open the window.
2. Test B. Repeat Test A while simultaneously adding a concentrated load of 75
pounds to the same area of the same sash member in the direction perpendicular to the plan of glass
toward the interior side of the window.
3. Test C. Repeat Test B with the 75 pounds of force in the reversed direction toward
the exterior side of the window.
4. Test D, E and F. Repeat Tests A, B and C with the movable sash lifted upwards
to its full limit within the confines of the window frame.
5. Identification. Sliding glass window assemblages subjects to the provisions of this
section shall bear a label or other approved means of identification indicating compliance with these
tests. The label shall be a type authorized through a recognized testing agency which provides
periodic follow-up inspection service.
1022.7 DOORS
1022.7.1 General: A door forming a part of the enclosure of a dwelling unit or
of an area occupied by one tenant of a building shall be constructed, installed, and secured as set forth
in Sub -Sections 1022.7.2,1022.7.4, and 1022.7.5 when such door is directly reachable or capable
of being reached from a street, highway, yard, court, passageway, corridor, balcony, patio,
16
breezeway, private garage, portion of the building which is available for use by the public or other
tenants, or similar area. In residential occupancies, all entry doors to dwelling units or guest rooms
shall be arranged so that the occupant has a view of the area immediately outside the door without
opening the door. Such view may be provided by a door viewer, through windows located in the
vicinity of the door, or through view ports in the door or adjoining wall. Such windows or view ports
shall be constructed in compliance with the provisions of Section 1022.8. A door enclosing a private
garage with an interior opening leading directly to a dwelling unit shall also comply with said Section
1022.7.2, 1022.7.3, 1022.7.4, 1022.7.5.
1022.7.2.1. Swinging Doors. Swinging wooden doors which are openable from the
inside without the use of a key shall be one of the following constructions or shall be of a construction
having equivalent forced -entry resistance:
1. Solid core doors not less than 13/8 inches in thickness.
2. Wood panel -type doors with panels fabricated of lumber not less than 9/16 inch
thickness, provided shaped portions of the panels are not less than 1/4 inch thick. Individual panels
shall not exceed 300 square inches in area. Stiles and rails shall be of solid lumber with overall
dimensions of not less than 1 3/8 inches in thickness and 3 inches in width. Mullions shall be
considered a part of adjacent panels unless sized as required herein for stiles and rails except mullions
not over 18 inches long may have an overall width of not less than 2 inches. Carved areas shall have
a thickness of not less than 3/8 inches. Dimensional tolerance published in recognized industry
standards may be utilized.
3. Hollow -core doors or doors less than 13/8 inches in thickness either of which are
covered on the side face with 16 -gauge sheet metal attached with screws at 6 inches maximum
centers around the perimeter.
Lights in doors shall be as set forth in Sections 1022.8.
1022.7.2.1 A single swinging door, the active leaf of a pair of doors, and the bottom
leaf of Dutch doors shall be equipped with a dead bolt and a latch. If a key -locking feature is
incorporated in the latching mechanism, a dead latch shall be used. The dead bolt and latch may be
activated by one lock or by individual locks. Dead bolts shall contain hardened inserts, or equivalent,
so as to repel cutting tool attack. The dead bolt lock or locks shall be key operated from the exterior
side of the door and engaged or disengaged from the interior side of the door by a device not
requiring a key, tool or excessive force.
EXCEPTIONS: 1. The latch may be omitted from doors in Group B F, or M
Occupancies.
2. In other than residential occupancies, locks may be key, or otherwise operated from
the inside when not prohibited by Chapter 10 or other laws and regulations.
3. A swinging door of width greater than 5 feet may be secured as set forth in Section
1022.7.2.3.
4. In residential occupancies, doors not required by Section 310.4 or 1004 may be
equipped with security -type hardware which requires a key to release from the interior side of the
door if the sleeping rooms are protected with a fire -warning system as set forth in Section 310.9.
A straight dead bolt shall have a minimum throw of 1 inch and the embedment shall
be not less than 5/8 inch into the holding device receiving the projected bolt. A hook shape or
expanding lug dead bolt shall have a minimum throw of 3/4 inch. All dead bolts or locks which
17
automatically activate two or more dead bolts shall embed at lease'/2 inch, but need not exceed 3/4
inch, into the holding devices receiving the projected bolts.
1022.7.2.3 The inactive leaf of a pair of doors and the upper leaf of Dutch doors shall
be equipped with a dead bolt or dead bolts as set forth in Subsection 1022.7.2.2
EXCEPTIONS: 1. The bolt or bolts need not be key operated, but shall not be
otherwise activated, from the exterior side of the door.
2. The bolt or bolts may be engaged or disengaged automatically with the dead bolt
or by another device on the active leaf or lower leaf.
3. Manually -operated hardened bolts at the top and bottom of the leaf and which
embed a minimum of 1/2 inch into the device receiving the projected bolt may be used when not
prohibited by Chapter 10 or other laws and regulations.
1022.7.2.4 Door stops on wooden jambs for in -swinging doors shall be of one-
piece construction with the jamb or joined by a rabbet.
1022.7.2.5 Nonremovable pins shall be used in pin -type hinges which are
accessible from the outside when the door is closed.
1022.7.2.6 Cylinder guards shall be installed on cylinder locks for dead bolts
whenever the cylinder projects beyond the outside face of the door or is otherwise accessible to attack
tools.
1022.7.3. Sliding Glass Doors. Sliding glass doors shall be equipped with locking
devices and shall be so installed that, when subjected to tests specified in Section 1022.6, remain
intact and engaged. Movable panels shall not be rendered easily openable or removable from the
frame during or after the test.
Cylinder guards shall be installed on all mortise or rim -type cylinder locks installed in
hollow -metal doors whenever the cylinder projects beyond the face of the door or is otherwise
accessible to gripping tools.
Locking devices installed on sliding glass doors providing the exit required by Section
1003 or providing for the emergency escape or rescue required by Section 310.4 shall be releasable
from the inside without the use of a key, tool or excessive force.
1022.7.4. Overhead and Sliding Doors. Metal or wooden overhead and sliding
doors shall be secured with a dead bolt lock, padlock with a hardened steel shackle,. or equivalent
when not otherwise locked by electric power operation. Locking devices, when installed at the jamb
of metal or wooden overhead doors, shall be installed on both jambs when such doors exceed 9 feet
in width. Metal or wooden sliding doors exceeding 9 feet in width and provided with a jamb -locking
device shall have the door side opposite the lock restrained by a guide or retainer.
Cylinder guards shall be installed on all mortise or rim -type cylinder locks installed in
hollow -metal doors whenever the cylinder projects beyond the face of the door or is otherwise
accessible to gripping tools.
fL
1022.7.5. Metal Accordion Grate or Grille -Type Doors. Metal accordion grate or
grille -type doors shall be equipped with metal guides at top and bottom, and a cylinder lock or
padlock and hardened steel shackle shall be provided.
Cylinder guards shall be installed on all mortise or rim -type cylinder locks installed in
hollow -metal doors whenever the cylinder projects beyond the face of the door or is otherwise
accessible to gripping tools.
1022.8. LIGHTS
1022.8.1 General. A window, skylight or other light forming apart of the
enclosure of a dwelling unit or of an area occupied by one tenant of a building shall be constructed,
installed and secured as set forth in Sections 1022.8.3, when the bottom of such window, skylight or
fight is not more than 16 feet above the grade of a street, highway, yard, court, passageway, corridor,
balcony, patio, breezeway, private garage, portion of the building which is available for use by the
public or other tenants, or similar area.
A window enclosing a private garage with an exterior opening leading directly to a
dwelling unit shall also comply with said Sections 1023.8.3.
1023.8.2. Material. Lights within 40 inches of a required locking device on a door
when in the closed and locked position and openable from the inside without the use of a key, and
lights with a least dimension greater than 6 inches but less than 48 inches in Group B, F or M
Occupancies, shall be fully tempered glass, laminated glass of at least 1/4 inch thickness, approved
burglary -resistant material, or guarded by metal bars, screens or grilles in an approved manner.
1022.8.3 Locking Devices
1022.8.3.1. Locking devices installed on windows providing the emergency egress
required by Section 310.4 shall be releasable from the inside without the use of a key, tool or
excessive force.
1022.8.3.2 Sliding glass windows shall be provided with locking devices that,
when subject to the tests specified in Section 1023.6, remain intact and engaged. Movable panels
shall not be rendered easily openable or removable from the frame during or after the tests.
1022.8.3.3 Other openable windows shall be provided with substantial locking
devices which render the building as secure as the devices required by this section. In Group B, F,
and M Occupancies, such devices shall be a glide bar, cross bar, and/or padlock with a hardened steel
shackle.
1022.8.3.4 Special louvered windows, except those above the first story in Group
R Occupancies which cannot be reached without a ladder, shall be of material or guarded as specified
in Section 1022.14 and individual panes shall be securely fastened by mechanical fasteners requiring
a tool for removal and not accessible from the outside when the window is in the closed position.
19
1022.9 Other Openings
1022.9.1. General. Openings, other than doors or lights, which form a part of
the enclosure, or portion thereof, housing a single occupant and the bottom of which is not more than
16 feet above the grade of a street, highway, yard, court, passageway, corridor, balcony, patio,
breezeway or similar area, or from a private garage, or from a portion of the building which is
occupied, used or available for use by the public or other tenants, or an opening enclosing a private
garage attached to a dwelling unit which openings therein shall be constructed, installed and secured
as set forth in Section 1022.9.2.
1022.9.2 Hatchways, Scuttles and Similar Openings
1022.9.2.1. Wooden hatchways less than 1 3/4 -inch -thick solid wood shall be covered
on the inside with 16 -gauge sheet metal attached with screws at 6 inch maximum centers around
perimeter.
1022.9.2.2 The hatchway shall be secured from the inside with a slide bar, slide
bolt, and/or padlock with a hardened steel shackle.
1022.9.2.3 Outside pin -type hinges shall be provided with nonremovable pins or
a means by which the door cannot be opened through removal of hinge pins while the door is in the
closed position.
1022.9.2.4 Other openings exceeding 96 square inches with a least dimension
exceeding 8 inches shall be secured by metal bars, screens or grilles in an approved manner.
BB. Section 3406.2 of Appendix Chapter 34, Division I amended. Effective
Date. Section 3406.2 of the Appendix Chapter 34, Division I of the Uniform Building Code is
hereby amended to read as follows:
113406.2 - Effective Date. Within six months of the effective date on an order issued
by the Building Official or at the time work is performed on a building which requires a building
permit, the building shall be brought into compliance with the provision of this Division."
CC. Section 406.1 of Appendix Chapter 4, Division I amended. Outdoor
Swimming Pool. Section 406.1 of the Appendix Chapter 4, Division I subparagraph 1 of the
Uniform Building Code is amended to read as follows:
"1. The top of the barrier shall be at least 60 inches above grade measured on the
side of the barrier which faces away from the swimming pool. The maximum vertical clearance
between grade and the bottom of the barrier shall be 2 inches measured on the side of the barrier
which faces away from the swimming pool. This may be increased to 4.inches when the grade is of
a solid surface such as concrete decking.
20
All required fencing shall be constructed so as to limit the climbability of the fencing.
Any decorative design work on the side away from the swimming pool, such as protrusions,
indentations or cutouts, which render the barrier easily climbable, is prohibited."
DD. Chanter 98, Unoccupied Buildings and Structures, and Chapter 99,
Building and Property Rehabilitation added. Chapters 98 and 99 of the Los Angeles County
Building Code, most current edition, are hereby adopted in their entirety.
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21
SECTION 3. If any section, subsection, sentence, clause, phrase or word of this
ordinance is for any reason held to be invalid by a court of competent jurisdiction, such a decision
shall not affect the validity of the remaining portions of this ordinance. The City Council hereby
declares that it would have passed and adopted this ordinance and all of the provisions thereof,
irrespective of the fact that any one or more of said provisions may be declared invalid.
SECTION 4. The City Clerk shall certify to the passage of this ordinance.
PASSED AND APPROVED this day of
19
MAYOR
ATTEST:
CITY CLERK
STATE OF CALIFORNIA )
COUNTY OF LOS ANGELES ) §
CITY OF SANTA CLARITA )
I, Sharon L. Dawson, City Clerk of the City of Santa Clarita, do hereby certify that the
foregoing Ordinance No. was regularly introduced and placed upon its first reading at a
regular meeting of the City Council on the day of
19 That thereafter, said Ordinance was duly adopted and passed at a regular meeting of the
City Council on the day of 19 by the following
vote, to wit:
AYES: COUNCILMEMBERS
ABSENT: COUNCILMEMBERS
CITY CLERK
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