HomeMy WebLinkAboutORD-07-92 Mandating Strengthening of Unreinforced Masonry Buildings Required by StateORDINANCE NO. 7-
92 AN ORDINANCE OF THE CITY
COUNCIL OF THE CITY OF ORANGE MANDATING
THE STRENGTHENING OF UNREINFORCED
MASONRY Bl1ILDrNGS AS REQUIRED BY STATE
LAW WHEREAS. the State of Califomia has mandated that all cities adopt ordinances requiring
the strengthening of unreinforced masonry buildings due to the dangers created by such buildings
during earthquakes and other natural disasters:
and WHEREAS, the City Council finds that such dangers jeopardize both human life and
safety and the economic viability of many of the City's important commercia] areas in the event of
an earthquake or other event causing such buildings to fall;
and YHEREAS, the City Council also finds that the preservation of historical structures in
the City of Orange is a long-time and valued policy of the City and must be given
thorough consideration in relation to the requirement for strengthening historic masonry buildings in the City. many
of which have
historical significance,NO", THEREFORE. the City Council of the City of Orange does ordain as
fol]
ows:Section,,]Chapter 1 ),)) is hereby added to the Orange Municipal Code to read
as follows:Chapter
15.55SEISMIC STRE"'lGTHENING
PROVISIONS FOR lJNREINFORCED MASONRY BEARING
WALL BUILDINGS 15.55.
010 Purpose.The purpose of this chapter is to promote public safety and welfare by reducing the risk
of death or injury that may result from the effects of earthquakes on existing unreinforced
masonry bearing wall buildings, This ordinance is also intended to provide for the protection of buildings
withinthe City's Plaza Historic DistricL which has bcen placed on the National Register of
Historic Places.The provisions of this chapter are intended as minimum standards for
stmctura] seismic resistance and established primarily to reduce the risk of life loss or injury, Compliance
with these provisions will not necessarily prevent Joss of life or injury, or prevent earthquake
damage to
rehabilitated buildings,15.55.
H20 Scope.The provisions of this chapter shall apply to al] ex isting buildings having at ]
cast one unrcinf{lICl'd masonry bearing wa]L Exccpt as provided herein, all other provisions of the
Bui]
ding I
Code shall apply.
Exceptions:
I. Detached one- or two- family dwellings and detached apartment houses containing less than five
dwelling units and used solely for residential purposes.
2. Unreinforced masonry bearing wall buildings constructed of hollow concrete blocks or hollow clay
tiles, less than two stories in height when it can be shown by testing that the tile or block units
are of bearing type and the capacity of the wall in bearing and shear. based on net area in contact
through bed joints, is less than that allowed for solid bricks. Bonding shall also be verified to the
satisfaction of the Building Official.
This chapter shall not apply to "Essential facilities" and "Hazardous facilities" as defined in
Table No. 23-K of the Building
Code.15.55.030
Definitions.For the purposes of this chapter, the applicable definitions in the Building Code shall also
apply.BUILDING BOARD OF APPEALS a board appointed by the City Council in accordance with
the provisions of the Building Code to hear and decide appeals under the Building Code and/or
this
Chapter.BUILDING CODE is the Uniform Building Code as adopted by the City, together with any and
all modifications, additions and deletions to the Uniform Building Code as set forth in the
Orange Municipal Code. Where specific Building Code Sections or Standards are referred to in this
Chapter,the reference is to the 1988 edition of the Building Code. but shall be deemed to include
any amendments, modifications, deletions, replacements and/or successors to such section or
standard contained in subsequenteditions.of the Building Code as adopted by the City from time to
time.COLLAR JOINT is the vertical space between adjacent wythes and may contain
mortar.CROSSWALL is a wall that meets the requirements of SectionIS.s5.090(d)3. A crosswall is not
a shear
wall.CROSSW ALL SHEAR CAPACITY is the length of the crosswall times the allowable shear
value,
VcLo.DIAPHRAGM EDGE is the intersection of the horizontal diaphragm and a shear
wall.DIAPHRAGM SHEAR CAPACITY is the depth of the diaphragm times the allowable shear
value,
VuD.FLEXIBLE DIAPHRAGM is a diaphragm of wood construction or other construction of
similar
flexibility.NORMAL WALL is a wall perpendicular to the direction of seismic
forces.
OPEN FRONT is an exterior building wall plane on one side only without vertical elements of the
lateral force resisting system in one or more stories.
POINTING is the partial reconstruction of the head and bed joints of a unreinforced masonry wall as
defined in U.B.C. Standard No. 24-
42.UNREINFORCED MASONRY (URM) WALL is a masonry wall in which the area of
reinforcing steel is less than 25 percent of the minimum required by the Building Code for reinforced
masonry.UNREINFORCED MASONRY BEARING WALL. A URM wall which provides the vertical
support for a floor or roof for which the total superimposed load exceeds 100 pounds per linear foot of
wall.YIELD STORY DRIFT is the lateral displacement of one level relative to the level above or below
at which yield stress is first developed in a frame
member.15.55.040 Symbols and
Notations.For the purpose of this chapter, the applicable symbols and notations in the Building Code
shall apply. In addition, the following symbols and notations shall have the meanings set forth
below;A = area of unreinforced masonry pier, square
inches.Ab = total area of the bed joints above and below the test specimen for each in-place
shear test.Cp = numerical coefficient as specified in Section 23 12(g) and given in Table No. 23-
P of the Building Code and Table No. A-
I-A of this chapter.D = in-plane width dimension of pier,
inches, or depth of diaphragm, feet.DCR = demand-capacity ratio
specified in Section 15.55.090(d).Fwx = force applied
to a wall at level x, pounds.H = least clear height of
opening on either side of pier, inches.hit = height-to-thickness ratio of URM
wall. Height, h,
is measured between wall anchorage levels and/or slab-on-grade.L = span of diaphragm between shear
walls, or span between shear wall
and open front, in feet.Lo = length of crosswall. in feet.Li = effective span for an open front
building specified in Section 15.55.090(d)8, in feet.PD = superimposed dead
load at the top of the pier under consideration, in pounds.PD+L = actual dead plus
live
load
Pw = weight of wall, in pounds.
Va = VaA, the allowable shear in any URM pier, in pounds.
Vcb = total shear capacity of crosswalls in the direction of analysis immediately below the diaphragm
level being investigated, VcLo, in pounds.
V ca = total shear capacity of crosswalls in the direction of analysis immediately above the diaphragm
level being investigated, VcLo, in pounds.
Vr = pier rocking shear capacity of any URM wall or wall pier, in pounds.
Vwx = total shear force resisted by a shear wall at the level under consideration, in pounds.
Vp = shear force assigned to a pier on the basis of its relative shear rigidity, in pounds.
Vs = shear force assigned to a spandrel on the basis of the shear forces in the adjacent wall piers and
tributary dead plus live loads.
Vtest = load in pounds at incipient cracking for each in-place masonry shear test per U.B.C
Standard No. 24-40,
in pounds.Va = allowable shear stress for unreinforced
masonry, psi.Vc = allowable shear value for a crosswall sheathed with any of the materials given in
Tables No.A-l-C or
A-I-D. pounds per foot.Vt = mortar shear strength as specified in
Section IS.SS.060(c)3D.Vto = mortar shear test values as specified in
Section 15.SS.060(c)3D.Vu= aHowable shear value for a diaphragm sheathed with any of
the materials given in Tables
No.A-I-C or A-I-D, pounds perfoot.VuD = sum
of diaphragm shear capacities of both ends of the diaphragm.VuD = for diaphragms coupled with crosswalls,
VuD includes the sum of shear capacititlS of both ends
of diaphragms coupled at and above the level under consideration.
wd = total dead load tributary to a diaphragm, in pounds.W d = total dead load tributary to all of
the
diaphragms at and above the level under consideration, in pounds.Ww = total dead load of an
unreinforced masonry wall above the level under consideration
or
abovean
Wwx = dead load of a URM wall assigned to Leve] x halfway above and below the level under
consideration.
15.55.050 General Requirements.
a) General. All buildings shall have a seismic resisting system conforming with Section 2303(b) of
the Building Code, except as modified by this chapter.
b) A]terations and Repairs. Alterations and repairs required to meet the provisions of this chapter
shall ~omply with all other applicable requirements of the Building Code unless specifically
provided for in this chapter. Projects involving exterior alterations and/or having facade
improvements will require Design Review Board Approva] pursuant to Section lS.55.IIO(d)6.
c) Requirements for Plans. The following construction information shall be included in the plans
required by this chapter:
I. Dimensioned floor and roof plans showing existing walls and the size and spacing of floor
and roof framing members and sheathing materials. The plans shall indicate all existing
and new crosswalls and their materials of construction. The location of the crosswalls and
their openings shall be ful1y dimensioned and drawn to scale on the plans.
2. Dimensioned wall elevations showing openings, piers, wall classes as defined in Section
5.S5.030(c)3C, thicknesses. heights, wall shear test locations, and cracks or damaged
portions requiring repairs. The general condition of the mortar joints and if and where the
joints require pointing. Where the exterior face is veneer, the type of veneer, its thickness
and its bonding and/or ties to the structural wall masonry shall also be reported.
3. The type of interior wall and ceiling surfaces.
4. The extent and type of existing wall anchorage to floors and roof when used in the design.
s. The extent and type of parapet corrections which were
previously performed, if any.
6. Repair details, if any. of cracked or damaged unreinforced masonry walls required to resist
forces specified in this chapter.
7. All other plans, sections and details necessary to delineate required retrofit construction
including those items in Section ]5.55.100.
15.55.060 Material Requirements.
a) General. All materials permitted by this chapter, including their appropriate allowable design
values and those existing configurations of materials specified herein, may be utilized to meet
the requirements of this chapter.
b) Existing Materials. All existing materials utilized as part of the required vertical load carrying or
latera] force-resisting system shall be in sound condition or shall be repaired or removed
and
5 05/11/
replaced with new materials. When new materials are required and placed on the exterior of
historic buildings. the materials shall match the original in form, material, design and color.
c) Existing Unreinforced Masonry:
1. General. All unreinforced masonry walls utilized to carry vertical loads or seismic forces
parallel and perpendicular to the wall plane shall be tested as specified in this subsection.
All masonry that does not meet the minimum standards established by this chapter shall be
removed and replaced with new materials or alternatively shaH have its structural
functions replaced with new materials and shall be anchored to supporting elements.
2. Lay-Up of Walls. The facing and backing shall be bonded so that not less than 10 percent
of the exposed face area is composed of solid headers extending not less than 4 inches
into the backing. The clear distance between adjacent full-length headers shall not
exceed 24 inches vertically or horizontally. Where the backing consists of two or more
wythes, the headers shall extend not less than 4 inches into the most distant wythe or
the backing wythes shall be bonded together with separate headers whose area and spacing
conform to the foregoing. Wythes of walls not bonded as described above shall be
considered as veneer. Veneer wythes shaH not be included in the effective thickness used
in calculating the height to thickness and the shear capacity of
the wall.
3. Mortar.A. Tests. The quality of mortar in all masonry walls shall be determined
by performing in-place shear tests in accordance with U.B.C. Standard No. 24-
20. Alternative methods of testing may be approved by the building official for masonry
walls other than brick.B. Location of tests. The shear tests shall be taken at
locations representative of the mortar conditions throughout the entire building, taking
into account variations in workmanship at different building height levels, variations in
weathering of the exterior surfaces, and variations in the condition of the interior surfaces
due to deterioration caused by leaks and condensation of water and/or by the deleterious
effects of other substances contained within the building. The exact test location shall be
determined at the building site by the City Building Official or his designee after
consultation with the responsible engineer in charge of the structural design work. The test location shall
be a minimum of 24 inches away from any corner, opening, or other discontinuity in the
plane of the wall being tested. An accurate record of all such tests,
including photographs or videotapes,and their location in the building shaH be recorded and these results
shall be submitted to the building department for approval as part
of the structural analysis.C. Number of tests. The minimum number of tests per class
shall be as follows:i) At each of both the first and top stories,not less than two tests per wall
or line of wall elements providing a common line of
resistance to lateral forces.ii) At each of all other stories, not less than one per wall or line
of wall elements providing a common line of
resistance
tolateral forces.
iii) In any case, not less than one test per 1500 square feet of wall surface nor less than a
total of eight tests.
D. Minimum quality mortar.
i) Mortar shear test values. Vto, in psi shall be obtained for each in-place shear test
in accordance with the following
equation:Vto = (Vtest -PD+
L)/
Ab.................(
AI-I)ii) Individual unreinforced masonry walls with Vto consistently less than 30 psi
shall be entirely pointed prior
to retesting.iii) The mortar shear strength, Vt, is the value in psi that is exceeded by 80 percent of
all of the mortar shear test
values, Vto.iv) Unreinforced masonry with mortar shear strength, Vt, less than 30 psi
shall be removed or pointed
and retested.E. Collar joints. The collar joints shall be inspected at the test locations during
each in-place shear test. and estimates of the percentage of the surfaces of adjacent
wythes which are covered with mortar shall be reported along with the results of the
in-place shear tests.F. Unreinforced masonry classes. All existing unreinforced masonry
shall be categorized into one or more classes based on shear strength, quality of
construction, state of repair,deterioration and weathering. A class shall be characterized
by the allowable masonry shear stress determined inaccordance with Section l5.55.080(b).
Class shall be defined for whole walls, not for small areas of
masonry within a wall.G. Pointing. All deteriorated mortar joints in unreinforced masonry
walls shall be pointed according to U.B.C. Standard No. 24-42. Nothing shall prevent
pointing with mortar of all the masonry wall joints before the tests are made,
except as required in
Section 15'55.070(a).
15.55.070 Ouality Control.a) Pointing. All preparation and mortar pointing shall match
the original mortar in type,color, rake shape. texture and detailing and shall
be performed with special inspection except that incidental pointing work may be done
without special inspection on non-historic structures located outside the Plaza Historic
District. Pointing work on historic structures requires inspection and approval of a test sample on
the actual building prior to commencing the pointing work. The sample area shall be a minimum
of two feet by two feet and shall demonstrate the mortar type, color. rake shape.
texture and detailing of the proposed work. All pointing work shall be done
in substantial
conformance
with the
Al1 repointing work on masonry buildings should be preceded by an
analysis of the original mortar and by an examination of the bricks and the
techniques used in the original construction of the wall. The exact
physical and chemical properties of the original mortar are not of major
significance as long as the new mortar matches the original mortar in
color. texture and detailing. Pointing styles and the methods of producing
them should be examined to match the original pointing technique.
Tooling of both horizontal and vertical masonry joints should match the
original in style and technique.
Cleaning: After repointing, cleaning is best accomplished with plain
water and a stiff bristle brush after the mortar has dried, but before it is
fully hardened (1-2 hours). Mortar that has hardened can usually
be removed with a wooden paddle or, if necessary, a
chisel.If chemicals must be used. their selection should be made with
extreme caution. Improper cleaning can lead to deterioration of the masonry
units,deterioration of the mortar, mortar smear, and efflorescence. New
mortar joints are especially susceptible to damage because they do not
become fully cured for several months. Chemical cleaners, particularly
acids,should be used only once and should be flushed freely with plain water
to remove all traces of the chemicals. Test panels should be prepared
to evaluate the effects of different cleaning methods. Only stiff
natural bristle brushes should be used. except on glazed or polished
surfaces where only soft cloths should be
used.b) Bricks. Replacement bricks shall match the original in size finish and
color.c) Sandblasting. Sandblasting or physical treatments that cause damage to historic
materials shall not be used. Surface cleaning of structures, if appropriate. shall be undertaken using
the gentlest means possible. Additional care shall be given to protect painted historic
exterior
signs.d) Historic Signs. Painted historic exterior signs shall be protected and
preserved.e) Masonry Shear Tests. In-place masonry shear tests shall comply with U.B.C.
Standard
No.24-7.f) Existing Wall Anchors. Existing wall anchors utilized as all or part of
the required tension anchors shall be tested in pullout according to U.B.C. Standard No.
24-8. The minimum number of anchors tested shall be four per floor, with two tests at walls
with joists framing into the wall and two tests at walls with joists parallel to the wall, but not less than
10 percent of the total number of existing tension anchors at each level. If any existing
exterior through the wall anchors are replaced on facades of historic structures during
retro- fitting the replacement anchors shall be either in-wall or approved
star-type replica through wall anchors.g) New Bolts. One-fourth of all new shear bolts
and combined tension and shear bolts in unreinforced masonry walls shall be tested according
to
U.
Exception: Special inspection in accordance with the Building Code may be provided during
installation in lieu of testing.
15.55.080 Allowable Design Values.
a) Allowable Values.
I. Allowable values for existing materials are given in Table No. A-I-C and for
new materials il) Table
No. A-I-D.2. Allowable values not specified in this chapter shall be as specified
elsewhere
in the Building Code.b) Masonry Shear. The allowable unreinforced masonry shear stress, Va,
shall be determined for each masonry class from thefollowing equation: Va", 0.1
Vt +
0.
15P D/A..........(AI-2)The mortar shear test value, Vt, shall be determinedin accordance with Section
15.sS.060(c)3,and not exceed 100 psi for the determination of Va. The
one-third increase in allowable values of the Building
Code is not allowed for Va.c) Masonry Compression. Where any increase in dead
plus live compression stress occurs, the allowable compression Stress in unreinforced masonry shall
not exceed 100 psi. The one-third increase in allowable
stress of the Building Code is allowed.d) Masonry Tension. Unreinforced masonry shall
be assumed as having no tensile capacity.e) Existing Tension Anchors. The allowable resistance values
of the existing anchors shall be 40 percent of the average of the tension tests of
existing anchors having the same wall thickness and joist orientation. The one-third increase in
allowable stress of the Building
Code is not allowed for existing tension anchors.f) Foundations. For existing foundations new total
dead load may be increased over existing dead load by 25 percent. New total dead load plus
live load plus seismic forces may be increased over existing dead load plus live load by 50
percent. Higher values may be
justifiedonly in conjunction with a
geotechnical investigation.15.55.090 Analysis and Design.a) General. Except as modified herein, the analysis
and design relating to the structural alteration of existing buildings shall be in accordance
with the Building Code. The elements of buildings required to be analyzed by this chapter
shall be as specified in Table No. A-I-H.b) Selection of Procedure.
Buildings shall be analyzed by the General Procedure of Section 15.SS.090(c) which is based on
Chapter 23 of the Building Code or, when applicable. buildings may be analyzed
by the Special
Procedure
of Section 15.5S.
1. Minimum design lateral forces. Buildings shall be analyzed to resist minimum lateral forces
assumed to act non-concurrently in the direction of each of the main axes of the structure
in accordance with the following: V =
O.
33ZW........ (
AI-3)2. Lateral forces on elements of structures. Parts or portions of structures shall be
analyzed as required in Chapter 23 of the
Building
Code.Exceptions:I) Unreinforced masonry walls for which height to thickness ratios do not exceed
ratios set forth in Table No. A-I-B need not be analyzed
for out-of-plane loading. Unreinforced masonry walls which exceed the allowable hit ratios of
Table No. A-I-B shall be
braced according to Section IS.S5.100(d).2) Parapets complying with Section IS.SS.
IOO(
e) need not be analyzed for out-of-plane loading.3. Shear walls (in-plane
loading). Shear walls
shall comply with Section IS.S5.100(e).d) Special Procedure.1. Limits for the application of Section
lS.55.090(d). The Special Procedure of this
subsection may only be applied to buildings with the following characteristics:
A. Flexible diaphragms at all levels above the base of structure.B. A
maximum of six (6) stories above the base of the building.C. The
vertical elements of the lateral
force-resisting system shall consist predominantly of masonry or concrete shear walls.D.
New vertical elements of the lateral force-resisting system consisting of steel-
braced frames or special moment-resisting frames shall have a maximum
overall height-to-Iength ratio of 1-1/2 to 1. (See Section 2312 of the Building Code.)
E. Except for single story buildings with an open front on one side only, a minimum
of two lines of vertical elements of the lateral force resisting system
parallel to each axis of the building. (See Section IS.55.090(d)8 for open
front buildings.)2. Lateral forces on elements of structures. With the exception of the diaphragm provisions
in Section 15.55.090(d), elements of structures shall
comply with Section 15.5S.090(c)2.3. Crosswalls. Crosswalls shall meet the requirements
of this subsection.A. Crosswall definition. A crosswall is a wood-framed wall sheathed with any
of the materials described in Tables No. A-I- C or A-I-D.
Spacing
ofcrosswalls shall
each story of the building. Crosswalls shall extend the full story height between
diaphragms.
Exceptions:
I. Crosswalls need not be provided at all levels in accordance with Section
15.55.090(d)4B(iv).
2. Existing cross walls need not be continuous below a wood diaphragm at or within 4 feet
of grade provided that:
i) The shear connections and anchorage requirements of Section 15.55.090(d)5 are
satisfied at all edges of the diaphragm.
ii) Crosswalls with total shear capacity of .20Z W d interconnect the diaphragm to the
foundation.
iii) The demand capacity ratio of the diaphragm between the crosswalls that are continuous
to their foundations shall be calculated as: DCR = [0.83ZWd + Vca]/
2VuD........(
AI-4)
and DCR shall not exceed 2.
5.B. Crosswall shear capacity. Within any 40 feet measured along the span of the diaphragm, the
sum of the crosswall shear capacities shall be at least 30 percent of the diaphragm shear capacity
of the strongest diaphragm at or above the level under
consideration.C. Existing crosswalls. Existing crosswalls shall have a length to height ratio between openings
of not less than1.5. Existing crosswall connections to diaphragms need not be investigated as
long as the crosswall extends to the framing of the diaphragm above and
below.D. New crosswalls. New crosswall connections to the diaphragm shall develop the crosswall
shear capacity. New crosswalls shall have the capacity to resist an overturning moment equal to
the crosswall shear capacity times the story height. Crosswall overturning moments need not
be cumulative over more than two
stories.E. Other crosswall systems. Other systems, such as special moment resisting frames, may be used
as crosswalls provided that the yield story drift does not exceed one inch in any
story.4. Wood
diaphragms.A. Acceptable diaphragm span. A diaphragm is acceptable if the point (L,DCR) on Figure
No.A-I-I, falls within Regions I,
2. or 3.B. Demand-capacity ratios. Demand-capacity ratios shall be
calculated for the diaphragm at any level
according to the following formulas:i) For a diaphragm without qualifying crosswalls
at levels immediately above or below: DCR =
O.
83ZWdI
ii) For a diaphragm in a single-story building with qualifying crosswalls:
DCR =O.83ZWdI(VuD + Vcb) (
AI-6)iii) For diaphragms in a multi-story building with qualifying crosswalls
in all levels:DCR = O.83Z WdI(
VuD + Vcb)........ (AI-7)DCR shall be calculated at each level for the set of diaphragms
at and above the level under consideration. In addition, roof diaphragm
shall also meet the
requirements of Formula (AI-6).iv) For a roof diaphragm and
the diaphragm directly below if coupled
by
crosswalls:
DCR = O.83Z WdlVuD.......(AI-8)C. Chords. An analysis for diaphragm
flexure need not be made
and chords need not be provided.D. Collectors. An analysis of diaphragm collector forces shall
be made for the transfer of diaphragm edge shears into vertical elements
of the lateral force resisting system.Col1ector forces may be
resisted by new
or existing elements.E. Diaphragm openings.i) Diaphragm forces at corners of openings
shall be investigated and shall be developed into the
diaphragm by new or existing materials.ii) In addition to the demand capacity ratios of Section l5.
55.090(d)4B, the demand capacity ratio of the portion of the diaphragm
adjacent to an opening shall be calculated using
the opening dimension as the span.iii) Where an opening occurs in the end quarter of
the diaphragm span VuD for the demand capacity ratio calculation shall be based
on
the net depth of the diaphragm.5. Diaphragm shear transfer. Diaphragms shall be connected
to shear walls with connections capable of developing a minimum force given by the
lesserof the following formulas: V =0.50ZCpWd.... (AI-9) using the Cp
values
in
Table No. A-I-A, or V = VuD... (
AI-IO)6. Shear walls (in-plane loading) - special procedure.A. Wall story force. The wall story
force distributed to a shear wall at
any diaphragm level shall be the lesser value calculated as:i) For buildings
without crosswalls. Fwx = O.33Z(Wwx+Wdl2) ...... (
AI-II) but need not exceed Fwx=O.33ZWwx+VuD.... (AI-12)ii) For buildings
with crosswalls in all levels: Fwx = 0.25Z(Wwx+Wdl2) ..... (AI-13) but
need
notexceed Fwx =
not exceed Fwx = 0.25ZWwx +
VuD........... (
AI-
IS)B. Wall story shear. The wall story shear shall be the sum of the wall story forces at
and above the level of consideration. Vwx = Fwx............................. (A
1-16)C. Shear wall analysis. Shear wal1s shall comply with Section 15.55.
090(e).D. Moment frames. Moment frames used in place of shear walls shall be designed
as required in Chapter 23 of the Building Code except that the forces shall be as specified
in Section 15'55.090(d)6A and the interstory drift ratio shall be limited to 0.005, except
as further limited in Section 15.55.090(
e)3B.7. Out-of-plane forces -
unreinforced masonry walls.A. Allowable unreinforced masonry wall height-to-
thickness Ratios. The provisions of Section IS.SS.090(c)2 are applicable except
that the allowable height-to-thickness ratios given in Table No. A-I-
B shall be determined from Figure A-I-I as follows:i) In Region
I, height-to-thickness ratios for buildings
with crosswalls may be used if qualifying crosswalls are present in all stories.
ii) In Region 2, height-to-thickness
ratios for buildings with crosswalls may be used whether or not qualifying crosswalls are present.
iii) ln Region 3, height-
to-thickness ratios for all other buildings shall be used whether or not qualifying
crosswalls are present.B. Walls with diaphragm in different regions. When diaphragms above and below the
wall under consideration
have DCRs in different regions of Figure A 1- I, the lesser hit ratio shall be used.
8. Buildings with open fronts. A building with an open front on one
side shall have crosswalls parallel to the open front and shall be designed by the
following procedure:A. Effective diaphragm span, Li, for use in Figure No.
A-I-I shall be determined in accordance with the following formula: Li = 2[(WwlWd)
x L +
L] ............... (AI-17)B. Diaphragm demand/capacity ratio shall be calculated as DCR=O.
83Z(Wd + Ww)/[(VuD) +Vc] ...... (
AI-18)e) Analysis of
Vertical Elements of the Lateral Force-Resisting System. Applicable to both
general procedure and special procedure buildings.I. Existing
unreinforced
masonry walls.A.
B. Shear walls with openings. Wall piers shall be analyzed according to the following
procedure:
i) For any pier,
I) The pier shear capacity shall be calculated as: Va = VaDt ....(AI-
19)2) The pier rocking shear capacity shall be calculated as: Vr = O.
5PDDIH
AI-20)ii) The wall piers at any level are acceptable if they comply with one of
the following modes
of behavior:I) Rocking controlled mode. When the pier rocking shear capacity is
less than the pier shear capacity, i.e. Vr < Va for each pier in a level, forces
in the wall at that level, Vwx, shall be distributed to each pier,
Vp, in proportion to PdDIH. For the wall at that level: Vwx <
Vr ..... (AI-21)2) Shear Controlled Mode. Where the pier shear capacity is less
than the pier rocking capacity. i.e. Va < Vr in at least one pier in a level,
forces in the wall at that level, Vwx. shall be distributed to each
pier, Vp, in proportion to D/H. For each pier at that level: Vp <
Va .........(AI- 22)and Vp< Vr. (AI-23) IfVp< Va for each pier and Vp>
Vr for one or more piers, such piers shall be omitted from
the analysis, and the procedure shall be repeated for the remaining piers,
unless the wall
is strengthened and reanalyzed.iii) Masonry pier tension stress. Unreinforced masonry wall
piers need not be
analyzed for tension stress.C. Shear walls without openings. Shear walls without openings shall
be analyzed as for walls with openings except that Vr shall be calculated as
follows :Vr = (O.50PD +
O.25Pw)DIH ............. (AI-24)2. Plywood sheathed shear walls. Plywood sheathed shear walls may be
used to resist lateral loads for buildings with flexible diaphragms analyzed according to provisions of
Section IS.5S.090(c).Plywood sheathed shear waJls may not be used to share lateral
loads with other materials along
the same line of resistance.
3. Combinations of vertical elements.A. Lateral force distribution. Lateral forces shall be
distributed among the vertical resisting elements in proportion to their relative rigidities except
that moment frames shaJl comply with Section
15.5S.090(e)3B.B. Moment-resisting frames. A moment frame shall not
be used with a unreinforced masonry wall in a single line of resistance unless the wall has
piers
that are
rocking in accordance with Section 15.SS.090(e)1B and the frames are designed to carry
100 percent of the lateral forces and the interstory drift ratio shall be limited to 0.002S.
15.55.100 Detailed System Design Requirements:
a) Wall Anchorage.
I. Anchor locations. All unreinforced masonry walls shall be anchored at the roof and floor
levels as required in Section 15.SS.090(c)2. Ceilings with substantial rigidity and
abutting masonry walls shall be connected to walls with tension bolts at a maximum
anchor spacing of six feet. Ceiling systems with substantial mass shall be braced at the
ceiling perimeter to the roof or floor diaphragms.
2. Anchor requirements. Anchors shall be tension bolts through the wall as specified
in Table No. A-I-D, or by an approved equivalent at a maximum
anchor spacing of six feet. All existing wall anchors shall be secured to the joists to
develop the required forces. When the use of exterior through the wall anchor
plates are approved for use on secondary facades of historic structures and
Plaza Historic District structures they shall be replica historic star anchors. If
any existing exterior through the wall anchor plates are replaced on
structures during retro-fitting they shall be replaced with replica historic star anchor
plates or
with in-wall anchors.3. Minimum wall anchorage. Anchorage of masonry walls to each floor or
roof shall resist a minimum force determined by Section 2312(g)2 of the Building Code
or 200 pounds per linear foot, whichever is greater, acting normal to the wall at the level
of the floor or roof. Existing wall anchors, installed under previous permits, must
meet or must be upgraded to meet the
requirements of this chapter.4. Anchors at comers. At the roof and all floor levels, both shear and
tension anchors shall be provided within two feet horizontally from the inside of the
corners of the walls.5. Anchors with limited access. When access to the exterior face of
the masonry wall is prevented by proximity of an existing building, wall anchors conforming to
Item S.b. in Table No. A-
I-D may be used.b) Diaphragm shear transfer. Shear bolt spacing shall have a maximum
bolt spacing of six feet.c) Collectors. Collector elements shall be provided which are
capable of transferring the seismic forces originating in other portions of the building to the
element providing
the resistance to those forces.d) Ties and continuity. Ties and continuity shall conform to Section 2312(
h)
2E of the
Building Code.e) Wall Bracing.I. General. Where a wall height-to-thickness ratio exceeds
the specified limits, the wall may be laterally supportedby vertical bracing members per Section 15.5S.
100(
e)2
wall height by bracing per Section l5.55.loo(e)3.
2. Vertical bracing members. Vertical bracing members shall be attached to floor and roof
construction for their design loads independently of required wall anchors. Horizontal spacing of
vertical bracing members shall not exceed one-half the unsupported height of the wall nor
10 feet. Deflection of such bracing members at design loads shall not exceed one-tenth of
the
wall thickness.3. Intermediate Wall Bracing. The wall height may be reduced by bracing
elements connected to the floor or roof. Horizontal spacing of the bracing elements and wall anchors shall
be as required by design but shall not exceed 6 feet on center. Bracing elements shall be
detailed to minimize the horizontal displacement of the wall by the vertical displacement of the
tloor
or roof.f) Parapets. Parapets and exterior wall appendages not conforming to this chapter shall
be removed,or stabilized or braced to ensure that the parapets and appendages remain in
their
original position.The maximum height of an unbraced unreinforced masonry parapet above the lower
of either the level of tension anchors or roof sheathing. shal1 not exceed 1-1/2 times the
thickness of the parapet wall. If the required parapet height exceeds this maximum height,
a bracing system designed for the force factors specified in Table No. 23-P of the Building
Code for walls shall support the top of the parapet. Parapet corrective work must be
performed in conjunction with the installation
of tension roof anchors.The minimum height of a parapet above the wall anchor
shall be 12 inches.EXCEPTION: If a reinforced concrete beam is provided at the top of
the wall, the minimum height above the wall anchor may be six (6) inches. (Note: this option
may not be acceptable for historic structures and structures in
the Plaza
Historic District.)g) Veneer.I. Unreinforced masonry walls which carry no design loads other than their
own weight may be considered as veneer if they are adequately anchored
to new supporting elements.2. Veneer shall be anchored with approved anchor ties, conforming
to the required design capacity specified in the Building Code and placed at a maximum spacing of
24 inches with a maximum supported area
of 2 square feet.EXCEPTION: Existing veneer anchor ties may be acceptable provided the
ties are in good condition and conform to the following minimum size,
maximum spacing and material requirements. Existing veneer anchor ties shall be corrugated galvanized iron
strips not less than I inch in width, 8 inchesin length and 1/16 inch in thickness or equal and
shall be located and laid in every alternate course in the vertical height of the wall at a spacing
not to exceed 17 inches on centers horizontally. As an alternate, such ties may be laid
in every fourth course vertically at a spacing not to exceed 9
inches
on
3. The location and condition of existing veneer anchor ties shall be verified as follows:
A. An approved testing laboratory shall verify the location and spacing of the ties and shall
submit a report to the building official for approval as a part of the structural analysis.
B. The veneer in a selected area shall be removed to expose a representative sample of ties
not less than four) for inspection by the building official.
h) Truss and Beam Supports. Where trusses and beams other than rafters or joists are supported on
masCJnry, independent secondary columns shall be installed to support vertical loads of the roof
or floor members. The loads shall be transmitted down to adequate support.
i) Adjacent Buildings. Where elements of adjacent buildings do not have a separation of at least 5
inches, the allowable height-to- thickness ratios for buildings with crosswalls per Table
No.A-I-B shall not be used in the
direction of consideration.Section ]5.55.
110 ADMINISTRATIVE PROVISIONS a) Definitions. For the purposes of this Chapter. the applicable definitions in the
Building Code
shall also apply.HIGH RISK BUILDING is any building. other than an essential or hazardous
building, having an occupant load of 100 occupants or more as determined by Section 3302(a) of
the Building Code.Exception: A high risk building shall not
include the following:I. Any building having exterior walls braced with masonry crosswalls
or woodframe crosswalls spaced less than 40 feet apart in each story. Crosswalls shall be full-
story height with aminimum length of 1-1/
2 times the story height.2. Any building used for its intended purpose. as determined by
the Building Official for less
than 20 hours per week.MEDIUM RISK BUILDING is any building, not classified as a high-
risk building or an essential or hazardous building, having an occupant load as determined by
Section 3302(a) of the Uniform Building
Code of 20 occupants or more.LOW RISK BUILDING is any building. other than an
essential or hazardous building, having an occupant load as determined by Section 3302(a) of the Uniform
Building
Code of less than 20 occupants.QUALIFIED HISTORICAL BUILDING is a building listed in
the register of historical buildings on
file with the Community Development Department.W ALL ANCHORS AND PARAPET BRACING is the
installation of wall anchors and parapet bracing meeting
the design requirements of this Chapter.b) Rating Classifications. The rating classifications identified in
Table
AI-E
each building within the scope of this Chapter shall be placed in one such rating classification by
the Building Official. The total occupant load of the entire building as determined by Section
3302(a) of the Uniform Building Code shall be used to determine the rating classification.
EXCEPTION: For purposes of this chapter, portions of buildings constructed to act
independently when resisting seismic forces may be placed in separate rating
classifications.
c) Compliance Requirements.
I. The owner of each building within the scope of this Chapter shall, upon service of an order, and
within the time frame set forth in this Chapter, cause a structural analysis to be made of the
building by an engineer or architect licensed by the State of California to practice as such. Should
it be determined that the building does not comply with earthquake standards contained in this
Chapter, the owner shall cause it to be structurally altered to conform to such standards or owner
shall petition the Community Development Director and/or the Design Review Board, as
applicable, to permit demolition of the building.
2. The owner of any building determined to fall within the scope of this Chapter shall comply with the
requirements set forth above. by submitting to the Building Official for review, within the time
limits established by resolution of the City Council amending this section. one of the options
noted below:
A. That all unreinforced masonry structures listed within the City's inventory, shall install wall
anchors and parapet bracing in accordance with the design criteria contained in this
ordinance.
B. Structures having installed the required wall and ceiling anchors by the required date so
established by the City Council will not be subject to Service of Order for further mandatory
retrofit for two years after such required date.
C. Beginning on a date so established by resolution of the City Council, Service and Orders for
the mitigation of unreinforced masonry buildings shall be forwarded to the owner(s) of the
inventoried properties, based on current assessor rolls.
D. Upon receipt of a Service and Order, the property owner(s) shall comply with the appropriate
subsections contained in one (i) through three (iii) below, submitting the selected option to
the attention of the Building Division by the time specified in the Order or by'll date to be
established by resolution of the City Council whichever occurs first.
i) Within 180 days after receiving a notice from the City the owner shall demonstrate
through structural analysis that the structure in question meets the minimum
requirements of the ordinance; or
ii) Within the same 180 day time frame, prepare and submit to the Community
Development Director, a structural analysis outlining those structural changes
necessary to achieve compliance with the structural standards of this Chapter; or
18
05111/92
iii) Within the same 180 day time frame. submit a petition (along with all information
and documentation required by Section 15.55.110(c)1 above) to the
Community Development Director for the demolition of the structure. (See
Exceptions.)
E. The required mitigation shall commence within the time specified on Table AI-F.
The time limits shall commence from the date of the Service of Order in accordance
with Table A I-F. The time limit to commence structural alteration shall begin the
date the building permit
is issued.3. After plans, testing data and all required approvals by the Planning and Building
Divisions are submitted, the property owner shall obtain a building permit and then commence
and complete the required construction within the time limits set forth in Table Al-F of
this ordinance. After plans are submitted by the property owner, and approved by the Building
Division, the owner shall obtain a building permit and then commence and complete the
required alterations within the time limits set forth in Table AI-F of this ordinance. The time limits
shall commence from the date of the Service of Order in accordance with Table AI-F.
The time limit to commence structural alterations, shall begin the date
the building permit is issued.Exception: Applications for demolition of qualified historical buildings
or buildings over SO years old shall be reviewed by the Planning Commission. Demolition permits
may be withheld by the Planning Commission
for up to 180 days.Upon receipt of the Service of Order, the property owner(s) shall
complete one of the options noted under Section 15.55.110(c)2D. The option selected by the
property owner(s) shall be submitted to the attention of the Building Division no later than the date specified
in the order or a date to be established by resolution of the City Council,
whichever shall occur first. Required mitigation work applicable to the structure shall begin no later than the
date specified in the Order or a date to be established by resolution of the City
Council, whichever comes first. All applicable work shall be completed no later than a date to be established
by
resolution of the City Council.All construction subject to review by this Chapter which cannot
certify to having installed wall anchors and parapet bracing complying with the
structural requirements contained within this chapter, prior to this chapter having been adopted, shall complete
the installation of wall anchors and parapet bracing on or before a date to be established by
resolution of the City Council.Buildings not complying shal1 be declared hazardous and be
vacated and abated
in accordance with City ordinances.d) Special Requirements for Qualified Historical Buildings. The
following provisions shall
apply to
Qualified Historical Buildings:1. Definitions:CERTIFICATE OF APPROPRIATENESS. A certificate issued
by the Director of Community Development certifying that the seismic retrofitting work,
including any minor exterior changes,not covered under Design Review criteria Section 127.
08.
060) meets
preservation and design criteria.
CERTIFICATE OF HARDSHIP. A certificate issued by the Building Appeals Board in
reference to the granting of a demolition permit, as determined from evidence that the property
in question no longer permits a reasonable return on investment, after all financial and
development incentives are applied..
CONTRIBUTING STRUCTURES. All buildings and structures located within a designated
historic district. whether individually designated historic or not. All contributing structures are
subject to historic preservation regulations under the Old Towne Design Guidelines and the
Department of Interior's Standards for Rehabilitation.
DESIGN REVIEW APPROVAL. The building official shall not issue a permit for construction,
exterior alteration, enlargement or demolition of a building or structure listed on the City's
Historic Register without prior approval by the Design Review Board during a noticed hearing.
DESIGN REVIEW BOARD. A board of specified professionals. appointed by the City Council,
which reviews projects within the city's historic districts for compliance with the established
Design Guidelines in accordance with the Orange Municipal Code.
HISTORIC BUILDING INVENTORY. The City's official listing of historic structures and
sites.
HISTORIC as to any reference to a site. building. structure or object means included in, or
eligible for inclusion in the National Register of Historic Places or the City's Historic Building
Inventory.
NATIONAL REGISTER means the National Register of Historic Places maintained by the
Secretary of the Interior under authority of the Historic Sites Act of 1935 and the National
Preservation Act.
NON-CONTRIBUTING BUILDINGS. Buildings within an historic district which do
not contribute to the district because the buildings are either contemporary in architectural style
or they are historic structures which no longer retain their essential architectural
features.PLAZA HISTORIC DISTRICT. The City's original commercial hub of Historic
Structures dating from the 1880's to the 1930's which surround the central public square and circular
Plaza at Glassell Street and Chapman Avenues as designated in the National Register. The
Plaza District was listed on the National Register on March 19,
1982.POTENTIALLY CONTRIBUTING BUILDINGS. Historic structures which have had "
modem improvements" or minor exterior architectural changes, yet retain their original
essential features. These structures offer the potential to be contributing buildings to the district
where such changes can be reversed. and the building
restored.SHPO (State Historic Preservation Officer). The state official appointed by the Governor
to administer the State historic preservation program. This officer is in charge of
reviewing
20 05111/
projects which may impact or effect historic buildings or sites and for advising and assisting
local government agencies on projects within Historic Districts.
STANDARDS FOR REHABILITATION means the Secretary of the Department of Interior's
Standards for Rehabilitation of properties. sites and districts listed on the National Register of
Historic Places.
2. Plans for seismic upgrading. Plans for seismic upgrading of contributing and potentially
contributing historical buildings which include external changes and/or facade renovations shall
be revi,ewed and approved by the Design Review Board. The purpose and intent of the plan
review shall be to minimize the effects of seismic strengthening on the exterior appearance of
the buildings. The basis of review shall be the Design Guidelines established by the City, and
the Secretary of the Interior's Standards, with the following special requirements:
A. Features of architectural or historical significance shall be retained and reattached, braced, or
stabilized, as required.
B. In-wall anchors shall be used on the principal
facades.C. Through-wall replica star anchors on other facades may be permitted provided
their locations and treatment are approved by the Community Development Director and
the Chief
Building Official.D. Closure of historic openings on the principal facade shall not be permitted and
shall be discouraged on secondary facades. If closure of such openings on secondary
facades is unavoidable. the materials used shall be compatible with the existing exterior
materials of the secondary facade wall. Insetting of closure materials shal1 be a minimum of one
inch on the exterior to maintain the fenestration and details of
the building.E. Historic parapets shall be braced rather
than removed.F. Historic architectural veneer posing a safety hazard shall be stabilized and re-
anchored
to the building.G. When an entire building facade or other entire masonry feature, such as
a wall, cornice,balustrade, column or stairway, must be replaced as too deteriorated to
be repaired within the structural standard of this Chapter, and the use of matching materials
in the replacement feature is not technically or economically feasible, a compatible substitute
material may be used upon approval of the Community Development Director and
the Chief Building Official. Every effort shall be made to make such substitute materials as
close to matching the original in size, shape. color, texture, and other observable characteristics
as is feasible.3. plans and photographs or videotapes showing proposed shear test locations shall
be submitted for review and approval by the Community Development Director and the
Chief Building Official prior to any testing of the structure taking place. Repairs after testing shall
match the original adjacent existing
building
facadematerials.
4. No seismic retrofitting work shall be performed on any historic structure until the Director
of Community Development has issued a Certificate of Appropriateness.
5. Demolition of Structures-- Special Requirements:
A. In the best interest of the City's architectural heritage. and in consideration of
adjoining historic structures and the adverse economic impact of demolitions upon
the Plaza Historic District, this ordinance requires that al1 alternatives, financial
incentives and strategies to avoiding demolition be given full attention. prior to the
issuance of a demolition permit.
B. Emergency procedure. If a historic structure or Plaza District Structure is damaged
and the building official determines that the structure will suffer additional
damage without immediate repair. the building official may allow the property
owner to temporarily protect the structure. In such a case. the property owner
shall apply for a certificate of appropriateness within 10 days of the occurrence
which caused the damage. The protection authorized under this subsection must
not permanently alter the architectural features of the structure.
C. Conditions Dangerous to Life, Health or Property. Any building or structure may
be demolished in whole or in part pursuant to an order of a court of competent
jurisdiction or the order of an authorized official of the City of Orange to remedy
conditions determined to be dangerous to life, health, or property. Demolition of
structures require Design Review Approval of the replacement structure or use,
structures within the Plaza Historic District will require an additional review by
the State Historic Preservation Officer to determine any adverse impacts.
D. An owner seeking demolition or removal of a historic structure shall submit a
Petition for Demolition to the Community Development Director and request a
Certificate of Hardship. The Community Development Director shall immediately
forward the Demolition Petition to the Building Board of Appeals for review and
determination. The Petition for Demolition must include the following:
I. Pro-forma financial statement, showing loss of reasonable return
for structures complying with this chapter. Such statement shall include
all financial and development
incentives.2. Feasibility studies, including architectural and engineering
analyses,regarding the adaptive reuse or restoration of the
building.3. Any conditions proposed to be voluntarily placed on new
development that would mitigate the loss of the historic or contributing
structure.4. Records and photographs if available depicting the original
building,including drawings, and written
descriptions.
22 05111/
5.
6.
7.
8.
Complete Architectural drawings and black and white photographs
showing the existing structure.
Engineering, structural and test reports showing the condition of the
building.
Architectural drawings for the proposed new construction or use which
is intended to replace the landmark structure.
Design Review Board recommendation on the replacement structure or
use of the site.
9.Certified mailing list of labels of property owners within 300 foot radius
of the proposed demolition.
10.Request and submit determination of effect of proposed demolition by
the State Historic Preservation Office.
II.Environmental Impact Report. and CEQA review if adverse effect is
determined.
12.Any other information that the applicant finds appropriate.
E. Within 45 days of the date of the Demolition Petition application, the Building
Board of Appeals shall hold a Noticed Public Hearing and issue its
recommendation on the application for a Certificate of Hardship. A Certificale
of Hardship shall be based on the above evidence that the property in question
no longer permits a reasonable return on investment, after all financial and
development incentives are applied.
If a showing is made by the property owner that the building is incapable of
earning an economic return upon investment, the Board shall be given a length
of time not to exceed 12 months, within which to recommend the owner or
agent a satisfactory plan for its preservation. A showing by the property owner
that a more profitable use could be made of the site shall be interpreted under
this zoning ordinance as necessary hardship from which relief shall not be
granted and not as an unnecessary hardship from which relief might be granted.
If at the end of this time period the Building Board of Appeals determines that a
Certificate of Hardship should be issued, the board shall publish their findings
within 15 days. If no appeal to city council is made within 10 days, the
recommendation of the Building Board of Appeals and the Certificate of
Hardship shall stand.
If the Building Board of Appeals determines that a Certificate of Hardship
should not be issued, the board shall publish their findings and notify the
applicant within 10 days. The applicant can appeal the Building Board of
Appeals decision to City Council within 15 days.
23
05/11/92
If. after notice to the applicant, and a public hearing, the city council determines
that there are reasonable grounds for preservation, it may extend the suspension
period for an additional period not to exceed 90 days from the date of
application. During any period of suspension, no action may be taken to
demolish the structure. If the city council takes no action within 90 days from
the date of determination by the Building Board of Appeals. the building
official shall issue a demolition permit.
e. Administration.
L Order - Service.A.
The Building Official shall, in accordance with Section IS.55.ll 0(c)4 of this ordinance,issue
an order as provided in this section to the owner of each building within the scope of this
Chapter.B.
Prior to the service of an order, a bulletin may be issued to the owner, as shown upon the last equalized
assessment roll, or to the person in apparent charge or control of a building considered
by the Building Official to be within the scope of this Chapter. The bulletin may
contain information the Building Official deems appropriate. The bulletin may be issued
by mail or in person.2.
Order - Priority of Service.A. Priorities
for the service of the order for buildings within the scope of this Chapter shall be
in accordance with the rating classifications for affected buildings,) commencing with High
Risk Buildings, then Medium Risk Buildings and then Low Risk Buildings.Within each
separate rating classification, the priority of the Service of Order shall normally be
based upon the occupant load of the building, as computed using Table 33A of the
most recent Edition of the Uniform Building Code adopted by the City. The owners of the
buildings housing the largest occupant loads shall be served first. The minimum time period
prior to the Service of the Order will be as provided for under 15.55.IIO(c)2C of this
ordinance. The Building Official shall require full compliance with the minimum seismic standards
contained within this ordinance prior to a date to be established by resolution of
the City Councilor upon the occurrence of any of the following events:i) Any
increase or intensification of the current occupant load of a structure covered by this
ordinance, exceeding 20% of that previously documented {or the use or occupancy.ii)
Any
structural repairs, alterations. or remodelling of, and/or any additions to, a structure subject
to this ordinance, if the total of all construction costs exceeds a valuation of $
67,000.00 within any twelve month period, based on the then current Engineering
News Record "U.S. 20 Cities" average construction cost index or,
if that index is no longer published, a construction cost index of similar reputation
and acceptance in the industry. All work necessary to comply with the
minimum seismic standards shall be completed in conjunction with the 24 05/
11192
completion of the work triggering application of this subparagraph.
iii) Except for Qualified Historical Buildings, the Building Official may. upon receipt of
a written request from the owner, order such owner to bring his building into
compliance with this Chapter prior to the norma) service date for such building
set forth in this Chapter.
3. Notice of Service and Order - Contents.The
Service and Order (the "order") shall be in writing and shall be served either personally or by certified
or registered mail upon the owner as shown on the last equalized assessment roll, and upon the
person, if any, in apparent charge to control of the building. The order shall specify that the building
has been determined by the Building Official to be within the scope of this Chapter and,therefore,
required to meet the minimum seismic standards of this Chapter. The order shall specify the rating
classification of the building and shall be accompanied by a copy of Section l5.55.llO(c),which
sets forth the owner's alternatives and time limits for compliance.4.
Appeal from Order.The
owner of the building may appeal the Building Official's initial determination that the building is within
the scope of this Chapter to the Board of Appeals. As a prerequisite to an appeal, the owner shall
substantiate the appeal through the presentation of verifiable testing data supporting the position that
the structure(s) being questioned are not subject the scope of this chapter. Such appeal shall be filed
with the City within 60 days from the service date of the order described in Section IS.
5S.11O(c)2C. Any such appeal shall be set for a hearing before the Board of Appeals within 90 days
after receipt of the written request. Appeals or requests for modifications from any other determinations.
orders or actions by the Building Official pursuant to the Chapter shall be made in accordance
with the procedures established in Sections 108 and 109 of the Building Code.5.
Recordation.At
the time that the Building Official serves the aforementioned order, the Building Official shall also file
with the Office of the County Recorder, a certificate stating that the subject building is within the scope
of this Chapter and is a potentially earthquake hazardous building. The certificate shall also state
that the owner thereof has been ordered to structurally analyze the building and to structurally alter
or demolish such structure where such petition for demolition has been approved or where compliance
with this Chapter has not been demonstrated. lf the building is either demolished, found not
to be within the scope of this Chapter, or is structurally capable of resisting minimum seismic forces
required by this Chapter as a result of structural alterations or an analysis, the Building Official shall
file with the office of the county recorder a form terminating the status of the subject building as being
classified within the scope of this Chapter.6.
Enforcement.A.
If the owner in charge or control of the subject building fails to comply with any order issued
by the Building Official pursuant to this Chapter within any of the time limits set forth
in Section IS.SS.IIO(c). the Building Official shall verify that the record owner of 25
05/
11/92
this building has been properly served. If the order has been served on the record owner,
then the Building Official shall order that the entire building be vacated and that the
building remain vacated until such order has been complied with. If compliance with such
order has not been accomplished within 90 days after the date the building has been
ordered vacated or such additional time as may have been granted by the Board of
Appeals, the Building Official may order its demolition in accordance with the provisions
of Section 203 of the Building Code.
B. In addition, failure to comply with any order under subparagraph A above, or with any
other provision of this chapter shall constitute a misdemeanor and shall be punishable by a
fine of not more than $SOO and imprisonment for not more than six months. or by both
such fine and imprisonment. Each day of non-compliance shall constitute a
separate
offense.7. Illegal Demolition - Penalty for Violations.
The removal or partial demolition of any historic structure or any structure listed on the City's historic
resources list, without a prior demolition permit approval, shall, in addition to the provisions of
Section IS.55.11 0(f)6, result in a five-year stay in the issuance of a building permit or use permit
for any new construction or use at the site previously occupied by the historic
structure.Section
II Tables. The tables referred to in this ordinance are appended hereto as Exhibit A and shall be
codified as SectionIS.55.120 and identified by the table numbers as shown on Exhibit
A.Section
III Legal Construction. The Provisions of this ordinance shall be construed as reasonably necessary
to effectively carry out its purposes, which are hereby found and declared to be in furtherance of
the public health, safety, welfare, convenience and
enjoyment.Section
IV Severability. Should any sentence, section, clause, part or provision of this ordinance be
declared invalid, the same shall not affect the validity of the ordinance as a whole or any other part
thereof.Section
V A summary of this ordinance shall be published and a certified copy of the full text of
this ordinance shall be posted in the office of the City Clerk at least five (S) days prior to the City
Council meeting at which this ordinance is to be adopted. A summary of this ordinance shall also be
published once within fifteen (IS) days after this ordinance's passage in the Orange City News, a newspaper
of general circulation published and circulated in the City of Orange. The City Clerk shall post in
the office of the City Clerk a certified copy of the full text of such adopted ordinance along with
the names of those City Council members voting for and against the ordinance in accordance
with Government Code Section 36933. This ordinance shall take effect thirty (30) days from and after
the
26 0511l/
date of its final passage.
Ad d h'
26th
f May, ]
992.opte t IS _ day 0
ATTEST:
J~~A~
City Clerk of e City f OKnge
STATE OF CALIFORN]A)
COUNTY OF ORANGE )
CITY OF ORANGE )
I, MARlL YN J. JENSEN. City Clerk of the City of Orange, California, do hereby certify
that the foregoing Ordinance was introduced at the regular meeting of the City Council held on the 19t1c
day of ~, 1992, and thereafter at the regular meeting of said City Council duly held on the 26th
day of May ,] 992, was duly passed and adopted by the following vote, to wit:
A YES: COUNCIL MEMBERS:
NOES: COUNCIL MEMBERS:
ABSENT: COUNCIL MEMBERS:
ABSTAIN: COUNCIL MEMBERS:
STEINER,
NONE
NONE
NONE
BARRERA, MAYOR BEYER, COONTZ, SPURGEON
ci,b~~,f-v.d~'--
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