Long Beach Municipal Code Ch. 18.68 Earthquake Hazard Regulations

The purpose of this chapter is to define a systematic procedure for identifying and assessing earthquake generated hazards associated with certain existing structures within the City and to develop a flexible, yet uniform and practical procedure for correcting or reducing those hazards to tolerable hazard levels. It is not the purpose of this chapter to preclude or affect the assessment and abatement, pursuant to existing laws, of other hazards which may involve fire, exit, plumbing, electrical, and other such problems with existing buildings.

The provisions of this chapter are intended as minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury. Compliance with these standards will not necessarily prevent loss of life or injury or prevent earthquake damage to rehabilitated buildings.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

This chapter shall apply to all Type I, Type II and Type III buildings located within the City and built prior to January 9, 1934.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

For the purpose of this chapter, the following definitions shall apply:

"Collar joint" is the vertical space between adjacent wythes and may contain mortar.

"Crosswall" is a wall that meets the requirements of Subsection 18.68.027.D.3. A crosswall is not a shear wall.

"Crosswall shear capacity" is the length of the crosswall times the allowable shear value, v c L 0 .

"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, v u D.

"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 bed joints of a URM wall as defined in Standard No. 24-42. (See Section 18.68.222.)

"UBC" is the 1988 Edition of the Uniform Building Code as published by the International Conference of Building Officials.

"UBC standard" is the 1988 Edition of the Uniform Building Code standard as published by the International Conference of Building Officials.

"Unreinforced masonry bearing wall" is URM wall which provides the vertical support for a floor or roof for which the total superimposed load exceeds one hundred (100) pounds per linear foot of wall.

"Unreinforced masonry (URM) wall" is a masonry wall in which the area of reinforcing steel is less than twenty five percent (25%) of the minimum required by the UBC for reinforced masonry.

"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.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

For the purposes of this chapter, the following symbols and definitions shall apply:

A = Area of unreinforced masonry pier, square inches.

A b = Area of the bed joints above and below the test specimen for each in place shear test.

C p = Numerical coefficient as specified in UBC Section 2312(g) and given in UBC Table 23-P and in Table A-23-A.

D = In plane width dimension of pier, inches, or depth of diaphragm, feet.

DCR = Demand capacity ratio specified in Subsection 18.68.027.D.

Fwx = Force applied to a wall at level x, pounds.

H = Lease clear height of opening on either side of pier, inches.

h/t = Height/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, feet.

L c = Length of crosswall, feet.

L i = Effective span for an open front building specified in Subsection 18.68.027.D.8, feet.

PD = Superimposed dead load at the top of the pier under consideration, pounds.

P D+L = Actual dead plus live load in place at the time of testing, pounds.

P W = Weight of wall, pounds.

Σ v u D = Sum of diaphragm shear capacities of both ends of the diaphragm.

Σ W d = Total dead load tributary to all of the diaphragms coupled at and above the level under consideration, pounds.

ΣΣ v u D = For diaphragms coupled with crosswalls ΣΣ v u D includes the sum of shear capacities of both ends of diaphragms coupled at and above the level under consideration.

V a = v a A, the allowable shear in any URM pier, pounds.

V ca = Total shear capacity of crosswalls in the direction of analysis immediately above the diaphragm level being investigated, S v c L o , pounds.

V cb = Total shear capacity of crosswalls in the direction of analysis immediately below the diaphragm level being investigated, S v c L o , pounds.

V r = Pier rocking shear capacity of any URM wall or wall pier, pounds.

V wx = Total shear force resisted by a shear wall at the level under consideration, pounds.

V p = Shear force assigned to a pier on the basis of its relative shear rigidity, pounds.

V S = Shear force assigned to a spandrel on the basis of the shear forces in the adjacent wall piers and tributary dead plus live loads.

V test = Load in pounds at incipient cracking for each in-place masonry shear test per Standard No. 24-40. (See Section 18.68.220.)

v a = Allowable shear stress for unreinforced masonry, psi.

v c = Allowable shear value for a crosswall sheathed with any of the materials given in Tables A-23-C or A-23-D, pounds per foot.

v t = Mortar shear strength as specified in Subsection 18.68.024.C.3.d.

v to = Mortar shear test values as specified in Subsection 18.68.024.C.3.d.

v u = Allowable shear value for a diaphragm sheathed with any of the materials given in Tables A-23-C or A-23-D, pounds per foot.

W d = Total dead load tributary to a diaphragm, pounds.

W w = Total dead load of an unreinforced masonry wall above the level under consideration or above an open front of a building, pounds.

W wx = Dead load of a URM wall assigned to level x halfway above and below the level under consideration.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. General. All buildings shall have a seismic resisting system conforming with UBC Section 2303(b), except as modified by this chapter.

B. Alterations and repairs. Alterations and repairs required to meet the provisions of this chapter shall comply with all other applicable requirements of this title unless specifically provided for in this chapter.

C. Requirements for plans. The following construction information shall be included in the plans required by this chapter:

1. 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 fully dimensioned or drawn to scale on the plans.

2. Dimensioned wall elevations showing openings, piers, wall classes as defined in Subsection 18.68.024.C.3(f), thicknesses, heights, wall shear test locations, and cracks or damaged portions requiring repairs. The general condition of the mortar joints shall be noted 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 utilized in the design.

5. 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 18.68.028.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

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 force resisting system shall be in sound condition or shall be removed and replaced with new material.

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 or exceed the minimum standards established by this chapter shall be removed and replaced by new materials or alternatively shall have its structural functions replaced by new materials and anchored to supporting elements.

2. Lay-up of walls. The facing and backing shall be bonded so that not less than ten percent (10%) of the exposed face area is composed of solid headers extending not less than four (4) inches into the backing. The clear distance between adjacent full-length headers shall not exceed twenty-four (24) inches vertically or horizontally. Where the backing consists of two (2) or more wythes, the headers shall extend not less than four (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 shall 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 Standard No. 24-40. Alternative methods of testing may be approved by the Building Official.

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 engineer in responsible charge of the structural design work. An accurate record of all such tests and their location in the building shall be recorded and these results shall be submitted to the Building and Safety Bureau 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 (2) 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 (1) test per wall or line of wall elements providing a common line of resistance to lateral forces.

iii. In any case, not less than one (1) test per one thousand five hundred (1,500) square feet of wall surface nor less than a total of eight (8).

d. Minimum quality mortar.

Mortar shear test values, v to , in psi shall be obtained for each in-place shear test in accordance with the following equation:

v to = (V test - P D + L )/A b (024-1)

i. Individual unreinforced masonry walls with consistently less than thirty (30) psi shall be removed or entirely repointed and retested.

ii. The mortar shear strength, v t , is the value in psi that is exceeded by eighty percent (80%) of all of the mortar shear test values, v to .

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 (1) 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 in accordance with Subsection 18.68.026.B. Classes 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 Standard No. 24-42. Nothing shall prevent pointing with mortar of all the masonry wall joints before the tests are made.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Pointing. All preparation and mortar pointing shall be done with special inspection.

EXCEPTION: At the discretion of the Building Official, incidental pointing may be performed without special inspection.

B. Masonry shear tests. In-place masonry shear tests shall comply with Standard No. 24-40.

C. Existing wall anchors. Existing wall anchors utilized as all or part of the required tension anchors shall be tested in pullout according to Standard No. 24-41. The minimum number of anchors tested shall be four (4) per floor, with two (2) tests at walls with joists framing into the wall and two (2) tests at walls with joists parallel to the wall, but not less than ten percent (10%) of the total number of existing tension anchors at each level.

D. New bolts. One-fourth (¼) of all new shear bolts and combined tension and shear bolts in unreinforced masonry walls shall be tested according to Standard No. 24-41.

EXCEPTION: Special inspection may be provided during installation in lieu of testing.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Allowable values.

1. Allowable values for existing materials are given in Table A-23-C and for new materials in Table A-23-D.

2. Allowable values not specified in this chapter shall be as specified elsewhere in this title.

Masonry shear. The allowable unreinforced masonry shear stress, V a , shall be determined for each masonry class from the following equation: v a = 0.1v t + 5P D /A (026-1)

The mortar shear test value, v t , shall be determined in accordance with Subsection 18.68.024.C.3, and not exceed one hundred (100) psi for the determination of V a .

The one-third (⅓) increase in allowable values of the Uniform Building Code is not allowed for v a .

B. Masonry compression. The one-third (⅓) increase in allowable stress of the Uniform Building Code is allowed.

C. Masonry tension. Unreinforced masonry shall be assumed as having no tensile capacity.

D. Existing tension anchors. The allowable resistance values of the existing anchors shall be forty percent (40%) of the average of the tension tests of existing anchors having the same wall thickness and joist orientation. The one-third (⅓) increase in allowable stress of the Uniform Building Code is not allowed for existing tension anchors.

E. Foundations. For existing foundations new total loads may be increased over existing dead load by twenty-five percent (25%). New total dead load plus live load plus seismic may be increased over existing dead load plus live load by fifty percent (50%). Higher values may be justified only in conjunction with a geotechnical investigation.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. General. Except as modified herein, the analysis and design relating to the structural alteration of existing buildings shall be in accordance with this title.

B. Selection of procedure. Buildings shall be analyzed by the general procedure of Subsection 18.68.027.C which is based on UBC Chapter 23 or, when applicable, buildings may be analyzed by the special procedure of Subsection 18.68.027.D.

C. General procedure.

1. Basis for design. The minimum design seismic forces shall be those determined in accordance with the static lateral force procedure of Subsection 18.68.027.C.1 or the dynamic lateral force procedure of Subsection 18.68.027.C.2.

Minimum design lateral forces - static force procedure. Buildings shall be analyzed to resist minimum lateral forces assumed to act nonconcurrently in the direction of each of the main axes of the structure in accordance with the following:

V B = φ ß CW (027-1) where

V B = Design base shear

W = Total seismic dead load of the building

ß = Building type coefficient given in Table A-23-E

φ = Occupancy Load Factor from Table A-23-F

C = 0.059/ T 2/3

T = Building period, in seconds, of the structure in the direction of consideration

The product of φ ß C need not exceed 0.13. The building period may be calculated in accordance with the 1988 UBC Method A or Method B. The value of C need not exceed 0.13. The distribution of the design base shear over the height of the building is to be the same as that specified by the 1988 UBC.

2. Minimum design lateral forces—Dynamic force procedure. Dynamic analysis procedures when used to determine the seismic demand on the building shall conform with Chapter 23 of the 1988 UBC. Except where approved situs specific response spectra are developed, ground motions used in the analysis shall be consistent with the October 1988 Seismic Safety Element to the City of Long Beach general plan and applied as follows:

a. If the analysis utilizes the modal superposition spectral response approach, the five percent (5%) damped spectrum for the appropriate soil at the building site shall be used as the input ground motions. The response of the building shall be normalized by the ratio of the base shear determined from the equivalent static force approach to the base shear determined from the spectral response approach.

b. If the analysis utilizes a time history (linear elastic or nonlinear) approach, an approved synthetic acceleration time history shall be constructed which is consistent with the five percent (5%) damped spectrum for the appropriate soil at the building site. Such an acceleration time history must have a response spectrum which closely matches the five percent (5%) damped spectrum with no spectral ordinate dipping more than ten percent (10%) below the target spectrum.

3. Lateral forces on elements of structures. Parts or portions of structures shall be analyzed as required in UBC Chapter 23.

EXCEPTIONS:

a. Unreinforced masonry walls for which height to thickness ratios do not exceed ratios set forth in Table A-23-B need not be analyzed for out-of-plane loading. Unreinforced masonry walls which exceed the allowable h/t ratios of Table A-23-B shall be braced according to Subsection 18.68.028.E.

b. Parapets complying with Subsection 18.68.028.F need not be analyzed for out-of-plane loading.

4. Shear walls (in-plane loading). Shear walls shall comply with Subsection 18.68.027.E.

D. Special procedure.

1. Limits for the application of Subsection 18.68.027.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 predominately 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-length ratio of 1.5 to 1.

e. A minimum of two (2) lines of vertical elements of the lateral force resisting system parallel to each axis of the building except for single story buildings with an open front on one (1) side only. (See Subsection 18.68.027.D.8 for open front buildings.)

2. Lateral forces on elements of structures. With the exception of the diaphragm provisions in Subsection 18.68.027.D, elements of structures shall comply with Subsection 18.68.027.C.3.

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 A-23-C or A-23-D. Spacing of crosswalls shall not exceed forty (40) feet on center measured perpendicular to the direction of consideration, and shall be placed in 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 Subsection 18.68.027.D.4.b.iv.

ii. Existing crosswalls need not be continuous below a wood diaphragm at/or within four feet of grade provided:

aa. Shear connection requirements of Subsection 18.68.027.D.5 are satisfied at all edges of the diaphragm.

bb. Crosswalls with total shear capacity of 0.08 (W d interconnect the diaphragm to the foundation.

cc. The demand/capacity ratio of the diaphragm between the crosswalls that are continuous to their foundations shall be calculated as:

DCR = [0.33W D + V ca ]/2v u D (027-2)

and DCR shall not exceed 2.5.

b. Crosswall shear capacity. Within any forty (40) feet measured along the span of the diaphragm, the sum of the crosswall shear capacities shall be at least thirty percent (30%) 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 than 1.5. 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 (2) 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 (1) inch in any story.

4. Wood diaphragms.

a. Acceptable diaphragm span. A diaphragm is acceptable if the point (L, DCR) on Figure A-23-1, falls within Regions 1, 2, or 3.

b. Demand-capacity ratios. Demand-capacity ratios shall be calculated for the diaphragm according to the following formulas:

i. For a diaphragm without qualifying crosswalls at levels immediately above or below:

DCR = 0.33W d /Σ v u D(027-3)

ii. For a diaphragm in a single-story building with qualifying crosswalls:

DCR = 0.33W d /Σ v u D + V cb )(027-4)

iii. For diaphragms in a multi-story building with qualifying crosswalls in all levels:

DCR = 0.33 W d /Σ v u D + V cb )(027-5)

DCR shall be calculated at each level for the set of diaphragms at and above the level under consideration.

iv. For a roof diaphragm and the diaphragm directly below if coupled by crosswalls

DCR = 0.33( W d /Σ v u D(027-6)

v. Chords. An analysis for diaphragm flexure need not be made and chords need not be provided.

vi. 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. Collector forces may be resisted by new or existing elements.

vii. Diaphragm openings.

viii. Diaphragm forces at corners of openings shall be investigated and shall be developed into the diaphragm by new or existing materials.

ix. In addition to calculating demand capacity ratios per Subsection 18.68.027.D.4.b, the demand capacity ratio of the portion of the diaphragm adjacent to an opening shall be calculated using the opening dimension as the span.

x. Where an opening occurs in the end quarter of the diaphragm span, the quantity v u d for the demand capacity ratio calculation shall be based on the net depth of the diaphragm.

5. Shear transfer. Diaphragms shall be connected to shear walls with connections capable of developing a minimum force given by the lesser of the following formulas:

V = 0.20C p W d (027-7) using the C p values in Table A-23-A, or V=v u D(027-8)

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, F wx = 0.13(W wx + W d /2)(027-9) but need not exceed F wx = 0.13W wx + v u D(027-10)

ii. For buildings with crosswalls in all levels:

F wx = 0.10(W wx + W d /2)(027-11) but need not exceed F wx = 0.10(W wx + Σ W d (v u D/ Σ v u D))(027-12) and need not exceed F wx = 0.10W wx + v u D(027-13)

b. Wall story shear. The wall story shear shall be the sum of the wall story forces at and above the level of consideration.

V wx = Σ F wx (027-14)

c. Shear wall analysis. Shear walls shall comply with Subsection 18.68.027.E.

d. Moment frames. Moment frames used in place of shear walls shall be designed as required in UBC Chapter 23 except that the forces shall be as specified in Subsection 18.68.027.D.6.a and the interstory drift shall be limited to 0.005 except as further limited in Subsection 18.68.027.E.3.b.

7. Out of plane forces—URM walls.

a. Allowable URM wall height to thickness ratios. The provisions of Subsection 18.68.027.C.3 are applicable except the allowable h/t ratios given in Table A-23-B shall be determined from Figure A-23-1 as follows:

i. In Region 1, h/t ratios for "buildings with crosswalls" may be used if qualifying crosswalls are present in all stories.

ii. In Region 2, h/t ratios for "buildings with crosswalls" may be used whether or not qualifying crosswalls are present.

iii. In Region 3, h/t ratios for "all other buildings" shall be used whether or not qualifying crosswalls are present.

b. Walls with diaphragms in different regions. When diaphragms above and below the wall under consideration have DCRs in different regions of Figure A-23-1, the lesser h/t ratio shall be used.

8. Buildings with open fronts. A building with an open front on one (1) side shall have crosswalls parallel to the open front and shall be designed by the following procedure:

a. Effective diaphragm span, L i , for use in Figure No. A-23-1 shall be determined in accordance with the following formula:

L i , = 2(W w /W d ) • L + L

b. Diaphragm demand/capacity ratio shall be calculated as:

DCR = 0.33(W d + W w )/(v u D) + V c

E. Analysis of vertical elements of the lateral force-resisting system. Applicable to both general procedure and special procedure buildings.

1. Existing URM walls.

a. Flexural rigidity. Flexural components of deflection may be neglected in determining the rigidity of a URM wall.

b. Shear walls with openings. Wall piers shall be analyzed according to the following procedure:

i. For any pier:

aa. The pier shear capacity shall be calculated as:

V a = v a Dt(027-17)

bb. The pier rocking shear capacity shall be calculated as:

V r = 0.5P D D/H(027-18)

ii. The wall piers at any level are acceptable if they comply with one of the following modes of behavior:

aa. Rocking controlled mode. When the pier rocking shear capacity is less than the pier shear capacity, i.e. V r < V a for each pier in a level, forces in the wall at that level, V wx, shall be distributed to each pier, V p , in proportion to P D D/H.

For the wall at that level: V wx < V r (027-19)

bb. Shear controlled mode. Where the pier shear capacity is less than the pier rocking capacity, i.e., V a < V r in at least one pier in a level, forces in the wall at that level, V wx, shall be distributed to each pier, V p , in proportion to D/H.

For each pier at that level:

V p < V a (027-20) and

V p < V r. (027-21)

If V p > V a for each pier and V p > V r for one or more piers, omit such piers from the analysis and repeat the procedure for the remaining piers, or strengthen and reanalyze the wall.

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 V r, shall be calculated as follows:

V r = (0.50P D + 0.25P W )D/H(027-22)

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 Subsection 18.68.027.C. Plywood sheathed shear walls 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 shall comply with Subsection 18.68.027.E.3.b.

b. Moment resisting frames. A moment frame shall not be used with a URM wall in a single line of resistance unless the wall has piers that are capable of sustaining rocking in accordance with Subsection 18.68.027.E.1.b and the frames are designed to carry one hundred percent (100%) of the lateral forces and the interstory drift ratio shall be limited to 0.0025.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Wall anchorage.

1. Anchor locations. All unreinforced masonry walls shall be anchored at the roof and floor levels as required in Subsections 18.68.027.C or 18.68.027.D. Ceilings with substantial rigidity and abutting masonry walls shall be connected to walls with tension bolts at a maximum anchor spacing of six (6) feet. Ceiling systems with substantial mass shall be braced at the perimeter to the roof or floor diaphragms.

2. Anchor requirements. Anchors shall be tension bolts through the wall as specified in Table No. A-23-D, or by an approved equivalent at a maximum anchor spacing of six (6) feet. All existing wall anchors shall be secured to the joists to develop the required forces.

3. Minimum wall anchorage. Anchorage of masonry walls to each floor or roof shall resist a minimum force determined by UBC Section 2312(g)2 or two hundred (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 corners. At the roof and all floor levels, both shear and tension anchors shall be provided within two (2) 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 6b in Table A-23-D may be used.

B. Diaphragm shear transfer. Shear bolt spacing shall have a maximum bolt spacing of six (6) 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 UBC Section 2312(h)2.E.

E. Wall bracing.

1. General. Where a wall height-thickness ratio exceeds the specified limits, the wall may be laterally supported by vertical bracing members per Subsection 18.68.028.E.2 or by reducing the wall height by bracing per Subsection 18.68.028.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 (½) the unsupported height of the wall nor ten (10) feet. Deflection of such bracing members at design loads shall not exceed one-tenth ( 1/10 ) 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 six (6) feet on center. Bracing elements shall be detailed to minimize the horizontal displacement of the wall by the vertical displacement of the floor 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, shall not exceed one and one-half (1½) 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 UBC Table 23-P 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 twelve (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.

G. Veneer.

1. 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 this title and placed at a maximum spacing of twenty-four (24) inches with a maximum supported area of two (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 one (1) inch in width, eight (8) inches in length and one-sixteenth ( 1/16 ) of an 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 seventeen (17) inches on centers horizontally. As an alternate, such ties may be laid in every fourth course vertically at a spacing not to exceed nine (9) inches on centers horizontally.

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 masonry, 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.

1. Where elements of adjacent buildings do not have a separation of at least five (5) inches, the allowable height/thickness ratios for "buildings with crosswalls" per Table A-23-B shall not be used in the direction of consideration.

2. Where an exterior URM bearing wall does not have a separation of at least five (5) inches and the diaphragm levels of the adjoining structures differ by more than one and one-half (1½) times the wall thickness, supplemental vertical gravity load carrying members shall be added to support the loads normally carried by the wall and such members shall not be attached to the wall. The loads shall be transmitted down to the foundation.

J. Infill frames.

1. General. In addition to other applicable requirements of this chapter, concrete and steel frames shall comply with the special provisions of this section.

2. Infill walls. All infill walls shall be located and dimensioned on the plans and an appropriate repair defined for any observed areas of distress in the frames or infill walls including spalling, cracking or corrosion. Out of plane forces acting on the infill shall be considered unless it is shown that the infill is tightly grouted to the frame and the h/t ratio between supports is less than sixteen (16).

3. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

4. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

5. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

6. Wythes of infill walls that occur beyond the confining edges of frame columns and beams shall be anchored as veneer to the frame or the confined portion of the infill wall.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. All structures covered by this chapter and constructed before January 9, 1934, shall be inspected and graded in accordance with the provisions set forth in this chapter, such inspection to determine the relative prima facie earthquake hazard associated with same, and graded to establish a priority for subsequent correction. Such buildings which are three stories or less in height shall be inspected and graded by the Building Official and all others shall be inspected and graded in accordance with Section 18.68.050. Grading shall consist of an evaluation based upon an examination of the building plans, specifications or reports that are available, a visual inspection and consideration of the occupancy classification and occupant load. The evaluation shall include an analytical evaluation which shall determine the resistance to earthquake forces of the primary structural system of the structure. The analysis shall be based insofar as possible on the same procedures and assumptions used in seismic design of new buildings, and for purposes of evaluation, shall consist of a comparison of the seismic resistance of the existing building to the seismic resistance required of a new building designed and constructed under the building regulations of the 1970 Uniform Building Code, and otherwise identical to the existing building insofar as location, use, configuration, structural system and materials of construction are concerned. Such comparison can be expressed in terms of a capacity ratio R S defined as follows:

R S = V REQ /V CAP

Where V CAP is the lateral force resistive capacity of a particular existing structure, calculated for the critical mode of failure of a significant portion of the building and V REQ is the required lateral force resistive capacity of the same structure calculated for those specified earthquake conditions set forth in the building regulations of the 1970 Uniform Building Code. For the purposes of assessing the lateral force capacity of existing construction, certain stresses, values and procedures will be established as acceptable, such values to be set forth in a specification entitled "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Community Development," to be prepared by the Building and Safety Bureau, which specifications may be amended from time to time at the discretion of the Department. Assessment of the capacity ratio R S shall take into account the following elements:

1. Stability of the wall system and vertical framing;

2. Horizontal diaphragm and/or bracing system;

3. Connections;

4. Shear resisting elements;

5. Special hazards, either structural or nonstructural.

B. In the assignment of a building to a particular hazard grade, the Building Official shall first determine its location on a hazardous index which shall reflect relative degrees of hazard. Such hazardous index shall be established in the specifications entitled "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Community Development," and shall be a function of the capacity ratio R S as defined in this section, the occupancy classification of the building and an occupancy potential which is a measure of the human exposure in and near the building. Occupancy classification and occupancy potential shall be as set forth in the above-mentioned specifications.

C. Location of a building on the Hazardous Index shall be the determining factor in the assignment of a building to a particular hazard grade. Assignment shall be by the Building Official and shall be in one of the following three hazardous grades if the capacity of the building has been determined to be less than that required under the building regulations of the 1970 Uniform Building Code:

Excessive Hazard Grade I High Hazard Grade II Intermediate Hazard Grade III

D. Limits on the Hazardous Index which will determine placement in particular hazard grades shall be as established in the above-mentioned specifications and shall in general limit Excessive Hazard - Grade 1 to approximately ten percent (10%) of the buildings occupying the highest hazards on the Hazardous Index; the High Hazard - Grade II to approximately thirty percent (30%) of the buildings occupying the middle portion of the Hazardous Index; and the Intermediate Hazard - Grade III to approximately sixty percent (60%) of the buildings occupying the lowest hazards on the Hazardous Index.

E. If an assessment results in a capacity virtually equal to that required under the building regulations of the 1970 Uniform Building Code, or if a repair is accomplished to affect conformance with the seismic requirements of the building regulations of the 1970 Uniform Building Code, the building shall be deemed as having no hazards and shall be so classified.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

In addition to evaluation of the primary structural systems, any structural or nonstructural element of the building, including parapets, ornamentation or other appendages attached to the building or any structural or nonstructural architectural, mechanical or electrical system that is determined by reason of lack of attachment, anchorage or condition, to become dangerous to persons in the building or in the vicinity, will be classed as an immediate hazard. Any immediate hazard identified in buildings classified as high or intermediate hazard shall be treated as an excessive hazard and shall be abated under the procedures established for excessive hazard.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Buildings shall in general be graded on a priority system but in three (3) phases: Phase I shall consist of inspection and grading of all buildings less than four (4) stories in height and within occupancy classifications A, B, C, D and E; Phase II will consist of inspection and grading of all buildings two (2) and three (3) stories in height and classified F, G and H; and Phase III will consist of inspection and grading of all buildings remaining to be graded. Grading of all structures in each phase shall be accomplished insofar as is possible by a date established by the Department, and on that date, owners and interested parties will be promptly notified of the hazard grade in which their building has been placed. Such notification shall give notice to the owner of the hazard grade in which the building is being placed, a procedure to be followed if the owner is in disagreement with the grading, and that the grade assigned will be recorded with the county recorder after sixty (60) days unless a change in grade has been initiated as set forth in Section 18.68.190.

B. Buildings four (4) stories or more in height shall be placed in the appropriate hazard grade by the Building Official after receipt from the building owner of such information and data as is necessary to adequately grade the building. Such information and data shall be gathered for the owner at his or her expense by a structural or civil engineer or an architect licensed under the laws of the State and shall be submitted to the Building Official by such dates as he will set consistent with those occupancy classifications established for other buildings as set forth in this section for Phases I, II and III. Notice to require gathering of such information by the owner shall be substantially in the form set forth in Section 18.68.180. The Building Official shall, after reviewing the information and data submitted, place the building in the appropriate hazard grade and shall promptly notify the owner of the hazard grade in which his or her building has been placed. Failure to provide the Building Official with the required information and data by such established dates will result in placement of the building in Excessive Hazard - Grade I, until such information is submitted and the building is graded in accordance with the provisions of this chapter.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

The actual lateral force capacity, V CAP , of a particular structure shall be computed using those values and stresses set forth in specifications entitled "Specifications for Assessing Capacity of Unreinforced Masonry Buildings, Long Beach Department of Building and Safety."

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Owners of structures that have been graded Excessive Hazard - Grade I will be given notice of the need for corrective action as soon as such grading has been accomplished. Such notification shall take the form of notice of corrective action as set forth in Section 18.68.090.

B. Owners of structures that have been graded High Hazard - Grade II will be notified of the need for corrective action on January 1, 1984, or as soon thereafter as Departmental office procedures will permit. Such notification shall take the form of notice of corrective action as set forth in Section 18.68.090.

C. Owners of structures that have been graded Intermediate Hazard - Grade III will be notified of the need for corrective action on January 1, 1991, or as soon thereafter as Departmental office procedures will permit. Such notification shall take the form of Notice of Corrective Action as set forth in Section 18.68.090.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Buildings placed in a particular hazardous grade may be changed to a lesser grade if corrective repairs are undertaken and accomplished. Hazardous grading may also be changed when competent engineering data is submitted substantiating such a change. Such data may consist of analytical assessments, tests, data substantiating a higher capacity ratio or a modification of use or occupancy potential. Corrective repair plans and/or data substantiating a change in hazardous grading shall be prepared by a structural or civil engineer or architect licensed under the laws of the State to practice said profession. Partial repair designed to correct or strengthen individual and/or critical elements of a building will be permitted provided a suitable plan indicating the method of total and eventual correction and the schedule of expected dates of correction is submitted and the method of eventual correction is approved. Buildings so repaired will be regarded reflecting repairs so accomplished.

B. Complete repair and removal from any hazardous classification will be deemed to have been accomplished when the building has been repaired in accordance with this chapter or with the provisions for repair to remove structures from hazardous classifications in the "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Building and Safety."

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

After completion of grading, the Building Official shall send to owners of buildings deemed to be Excessive Hazard - Grade I, a notice of corrective action via certified United States mail. Owners of structures that have been graded High Hazard - Grade II and Intermediate Hazard - Grade III, will be sent such a notice at such time as specified in Section 18.68.070. This notice shall be in substantially the following form:

NOTICE OF CORRECTIVE ACTION

PLEASE TAKE NOTICE that an inspection and evaluation of your structure located at:

Indicates that said structure carries an (excessive, high, intermediate) hazard of major damage in the event of earthquake which would endanger the safety of persons and property located in, on or about said structure at the time of such event. Within sixty (60) days from the date of this notice you shall present to this office a plan of action for reducing the earthquake hazard associated with said structure to an acceptable level.

An extension of the aforesaid sixty (60) day period may be obtained, for good cause shown, by requesting same in writing filed with this office at least seven (7) calendar days prior to the expiration of said sixty (60) day period. Such request shall be accompanied by a written statement of your contemplated action, the accomplishments toward same up to the time of the request, an estimate of the time required to complete the formulation of your proposed plan of action, and the name and address of the engineer, or architect, if any, whom you may have engaged.

In the event your proposed plan of action contemplates repair or some action other than abandonment and demolition, within one hundred twenty (120) calendar days, you shall submit to this office proposed repairs or strengthening measures which will increase the lateral force withstanding capability of the structure to a level commensurate with the acceptable level of earthquake hazard for your prospective use or occupancy. Information as to the magnitude of the lateral force withstanding capability associated with your structure in its present condition, as well as information as to proposed repairs or strengthening measures intended to increase the lateral force withstanding capability, shall be prepared by a structural or civil engineer or architect licensed under the laws of the State of California to practice said profession.

An extension of the aforesaid one hundred twenty (120) days may be granted for good cause shown by requesting same in writing filed with this office at least seven (7) calendar days prior to the expiration of the said one hundred twenty (120) day period. Such request shall be accompanied by a written statement explaining the reason for such an extension and an estimate of the date on which plans will be completed, the degree to which plans have already been completed, and other information which will document the fact that work is progressing.

In the event abandonment and demolition is contemplated, a date certain for such abandonment and demolition shall be submitted to the Building Official for evaluation and approval.

A copy of the ordinance, by authority of which this notice is sent, may be obtained from the office of the City Clerk, upon payment of an appropriate fee.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. In the event the owner of a structure is notified pursuant to Section 18.68.090 and a plan of action satisfactory to the Building Official is not presented within sixty (60) days after the notice has been mailed or within such extension of time as may have been granted in writing by the Building Official; or if the proposed plan of action, contemplated repair, or some action other than abandonment and demolition, has not been submitted and agreed upon by the Building Official within the one hundred twenty (120) days provided in Section 18.68.090 or within such extension of time as the Building Official may have granted; then the Building Official shall apply in writing to the Board of Examiners, Appeals and Condemnation for an order declaring the structure to be a nuisance and ordering the Certificate of Occupancy to be revoked, or that it be demolished or repaired in a manner satisfactory to the Building Official, all by a date certain. The written application shall set forth in the form of factual allegations all facts which, if proven, are necessary to justify an order of condemnation, including, but not limited to the following:

1. The location and legal description of the structure;

2. A concise calculation sheet indicating the ratio R S for each of the elements of the structural system;

3. The structure's present occupancy;

4. The date upon which the owner of the structure was notified pursuant to Section 18.68.090;

5. A statement as to whether the structure owner has submitted a plan of action pursuant to Section 18.68.090;

6. The date certain by which the structure must be repaired or demolished, in the Building Official's opinion, in order to keep the earthquake hazard associated with it at or below the applicable tolerable level.

B. A copy of the written application shall be mailed by certified United States mail to the person to whom the notice of Section 18.68.090 was mailed.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

In the event the Building Official files an application pursuant to Section 18.68.100, he shall set a date and time for a hearing before the Board of Examiners, Appeals and Condemnation in accordance with Section 18.20.130.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Whenever the owner of any structure is aggrieved by any final order of the Board of Examiners, Appeals and Condemnation, dealing with the abatement of a nuisance as provided in this chapter, such owner may within five (5) days of notice of such ruling or act appeal to the City Council as provided in Section 18.20.140.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

In the event the Board of Examiners, Appeals and Condemnation orders a structure demolished, immediately upon the effective date of its order, the structure's owner shall arrange for the vacation and demolition of the structure within sixty (60) days after the Board's order becomes effective, unless such order is modified or reversed by the City Council or is stayed by a court of competent jurisdiction. Should the structure owner fail to inform the Building Official within five (5) days after the Board's order becomes effective that such arrangements have been made or should the owner's scheduled demolition not in fact be completed within the aforesaid sixty (60) day period, then the Building Official may arrange for the demolition of the subject structure and impose a lien upon the property for the costs of same.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Upon receipt of an application for a permit to demolish a landmark building to comply with the provisions of this chapter, the Building Official shall request the City Clerk to present such application before the City Council at their next scheduled meeting. City Council shall thereupon set a public hearing not less than ten (10) nor more than thirty (30) days from the date the application is presented. On the date thus fixed, or on the date to which the hearing has been subsequently continued, City Council shall proceed to hear testimony and receive evidence relating to the matter. At the conclusion of the hearing, City Council shall make a determination on the method of abating the earthquake hazardous conditions of the building based upon the estimated comparative costs of seismic rehabilitation and demolition, any financial assistance programs that may be available to the owner for rehabilitation, the potential life safety risks involved, or any other pertinent information. Following the hearing, the City Council may order demolition. Alternatively, the City Council may consider: (1) ordering the building vacated and secured against unlawful entry, (2) barricading the pedestrian areas surrounding the building subject to hazards from parts of the building dislodged in an earthquake, and/or (3) allowing additional time to strengthen the building. In the event authorization is not granted for a permit to demolish and/or an alternative is ordered, all demolition permit processing fees submitted by the applicant shall be refunded and the applicant shall be deemed relieved of any further responsibility to demolish the structure under this chapter except as may be provided in the alternate permit issued.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. In the event the Board orders the demolition of the subject structure by a date certain which is three (3) months or more after the effective date of the order, and the order is not modified or reversed by the City Council or is not stayed by a court of competent jurisdiction, the Building Official shall prepare a notice of pending order of demolition and arrange for the recordation of same in the office of the county recorder of Los Angeles County. The notice shall be in substantially the following form:

NOTICE OF PENDING ORDER OF DEMOLITION

TO WHOM IT MAY CONCERN:

NOTICE IS HEREBY GIVEN that by order of the Board of Examiners, Appeals and Condemnation of the City of Long Beach, State of California, dated _______, 20___, that certain structure now standing at and described generally as must and shall be demolished on or before _______ 20___.

A certified copy of said order may be obtained from the office of the Department of Community Development, Building and Safety Bureau, of the City of Long Beach upon the payment of the appropriate fee. If said structure is not demolished in accordance with the aforesaid order, the same may be demolished by the City of Long Beach and the costs therefore assessed as a lien upon the land upon which the structure stood. A lien in the amount of $_______ in favor of the City of Long Beach is hereby assessed against said property for the costs of recording this notice.

B. The notice shall be recorded under the names of each and every person to whom the notice of Section 18.68.090 was mailed. The structure's owner may pay the recording fees for the aforesaid notice and thereby avoid the imposition of lien for same against the property.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

In the event the Board or the City Council certifies to the validity of any or all of any measures the owner has proposed as a means of reducing the earthquake hazard, and finds that the accomplishment of such measures will reduce the earthquake hazard associated with the structure to or below the applicable tolerable level, it shall order the owner to immediately initiate the accomplishment of such measures and to complete the same within a reasonable time. The Board or the City Council shall designate in its order, based on evidence presented to it during the hearing, that date certain which represents a reasonable time in its opinion for the accomplishment of the proposed measures.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

The Board or the City Council shall retain jurisdiction over cases in which it has approved owner-proposed measures for reducing earthquake hazard until such measures have been timely accomplished. In the event written evidence of the completion of the approved measures is not presented to the Board or the City Council within ten (10) days after the designated date for the completion of such measures shall have passed, the Board or the City Council may revise its decision and order the immediate vacation and demolition of the structure. The Board or City Council may consider a time extension for the completion of the proposed measures if, prior to said date, the structure's owner has so applied. Any application for such an extension shall be in writing, setting forth what has actually been accomplished, what remains to be done, and the reasons for the requested extension. Should the Board or the City Council conclude that good cause has been shown for an extension, it may grant such an extension in writing for a period deemed necessary to complete the approved repairs.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

In the event the Building Official or any interested person presents written affidavits to the Board or the City Council indicating the owner is not proceeding in good faith to timely accomplish any measures approved by the Board or the City Council in its original decision and order, the Board or City Council shall, on ten (10) days' written notice mailed via certified United States mail to the owner of the structure, schedule and conduct a hearing on the matter. At such hearing, evidence, oral and written, may be presented as in the original hearing, and if the Board or the City Council is convinced that the owner is not proceeding in good faith to timely carry out its original order, then it shall revoke the order and order instead the immediate vacation and demolition of the structure. Written affidavits shall not, however, be received by the Board or the City Council under this section until at least fifty percent (50%) of the time allowed in its original order has expired.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Pursuant to Section 18.68.050, notification shall be sent via certified United States mail to owners of buildings four (4) stories or more in height, on such dates as are determined in Section 18.68.050. Such notification shall require the owner to have gathered and submitted to the Building Official information and data relating to the building's capabilities to withstand earthquake forces in sufficient detail to permit grading of the building in accordance with Section 18.68.030. Such information and data shall be gathered by a structural or civil engineer or architect licensed under the laws of the State. The notification shall state the date by which the information and data shall be transmitted to the Building Official, and that failure to so transmit shall result in arbitrarily placing the building in the Excessive Hazard - Grade I category.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Upon expiration of the sixty (60) day period after notification to owners and interested parties of the hazardous grade in which their building is being placed, all in accordance with Section 18.68.050, and if such hazardous grading has not been changed or required data substantiating a change has not been submitted as set forth in Section 18.68.080, the Building Official shall prepare and cause to be recorded with the county recorder a certificate stating that the building has been graded and assigned the particular hazardous grade determined under Section 18.68.030. When and if all required repairs are made to the building and it is removed from the hazardous grading, or certain corrective action is taken to change it to a different grade, the Building Official shall cause to be recorded with the county recorder records indicating the removal from said hazardous grading or reflecting the change to the different grade.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Acceptable diaphragm span is shown in Figure A-23-1.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

Force factors and material values are shown in Tables A-23-A through A-23-F.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in the same wythe. The head joint opposite the loaded end of the test brick shall be carefully excavated and cleared. The brick adjacent to the loaded end of the test brick shall be carefully removed by sawing or drilling and excavating to provide space for a hydraulic ram and steel loading blocks. Steel blocks, the size of the end of the brick, shall be used on each end of the ram to distribute the load to the brick. The blocks shall not contact the mortar joints. The load shall be applied horizontally, in the plane of the wythe, until either a crack can be seen or slip occurs. The strength of the mortar shall be calculated by dividing the load at the first crack or movement of the test brick by the nominal gross area of the sum of the two (2) bed joints.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

A. Existing Anchors. The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. Existing wall anchors shall be given a preload of three hundred (300) pounds prior to establishing a datum for recording elongation. The tension test load reported shall be recorded at one-eighth (⅛) inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be reported. The report shall include the test results as related to the wall thickness and joist orientation.

[Figure]

TABLE NO. A-23-A HORIZONTAL FORCE FACTOR C p

TABLE NO. A-23-B ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS

1 Applies to the Special Procedures of Subsection 18.68.027.D only. See Subsection 18.68.027.D.7 for other restrictions.

2 This value of height-to-thickness ratio may be used only where mortar shear tests in accordance with Section 18.68.024 establish a tested mortar shear strength, v t , of not less than one hundred (100) psi or where the tested mortar shear strength, v t , is not less than sixty (60) psi and a visual examination of the collar joint indicates not less than fifty percent (50%) mortar coverage.

3 Where a visual examination of the collar joint indicates not less than fifty percent (50%) mortar coverage and the tested mortar shear strength, v t , when established in accordance with Section 18.68.024 is greater than thirty (30) psi but less than sixty (60) psi, the allowable height-to-thickness ratio may be determined by linear interpolation between the larger and smaller ratios in direct proportion to the tested mortar shear strength, v t .

TABLE NO. A-23-C ALLOWABLE VALUES FOR EXISTING MATERIALS

1 Bolts to be tested as specified in Section 18.68.025.

2 Bolts to be (-inch minimum in diameter.

3 Drilling for bolts and dowels shall be done with an electric rotary drill. Impact tools shall not be used for drilling holes or tightening anchors and shear bolt nuts.

4 A one-third increase in allowable stress is not allowed.

5 Stresses given may be increased for combinations of loads as specified in the Uniform Building Code.

TABLE A-23-E β Factors

Notes:

The shear capacity of frame columns adjacent to (1) infill walls shall be capable of resisting story shears using ( = 1.0.

Where partial infills are used to resist the story (2) shear, the shear capacity of frame columns adjacent to partial infill walls shall be capable of resisting story shears using ( = 1.0.

Clay tile infill may not be considered for resisting (3) building lateral forces. Hence, if the infill is clay tile, either it needs to be removed and replaced with reinforced concrete or masonry (and a ( of 0.80 utilized) or the infill can remain in place (provided it is protected from becoming a falling hazard) and the frame is qualified with a ( of 0.65.

TABLE A-23-F φOCCUPANCY LOAD FACTOR

Notes:

The Occupant Load shall be defined as specified in the * 1985 UBC Section 3302(a).

B. Combined shear and tension bolts. Combined shear and tension bolts embedded in unreinforced masonry walls shall be tested using a torque calibrated wrench to the following minimum torques:

½-inch-diameter bolts — 40 foot lbs.

⅝-inch-diameter bolts — 50 foot lbs.

¾-inch-diameter bolts — 60 foot lbs.

All nuts shall be installed over malleable iron or plate washers when bearing on wood and heavy cut washers when bearing on steel.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)

The old or deteriorated mortar should be cut out, by means of a toothing chisel or nonimpact power tool to a uniform depth of three-fourths-inch, or until sound mortar is reached. Care must be taken not to damage the brick edges. After cutting is completed, remove all loose material with a brush, air, or water stream.

Mortar mix shall be type "N" or "S" proportions as called for in the construction specifications, preferably as close to the original mortar proportion as possible. Prehydrate pointing mortar to reduce excessive shrinkage. To prehydrate mortar, thoroughly mix all ingredients dry, then mix again, adding only enough water to produce a damp unworkable mix which will retain its form when pressed into a ball. After keeping mortar in this dampened condition for one (1) to one and one-half (1½) hours, add sufficient water to bring it to the proper consistency that is somewhat drier than conventional masonry mortar. To ensure good bond, wet the mortar joints thoroughly before applying pointing mortar. The joints should not be visibly wet with free-standing water which must be absorbed into the wall. Pack mortar tightly in thin layers (one-fourth inch maximum) until the joint is filled, then tool to a smooth surface to match original profile.

(ORD-25-0019 § 1(Exh. A), 2025; ORD-22-0033 § 1(Exh. A), 2022; ORD-19-0031 § 1(Exh. A), 2019; ORD-16-0026 § 1(Exh. A), 2016)