ORDINANCE NO. ______
An ordinance amending Title 26 (Building Code) of the Los Angeles County Code relating to Building.
The Board of Supervisors of Los Angeles County ordains as follows:
Except as hereinafter provided, Subsections 101.17 through 101.17.16 of Chapter 1, Chapters 2 through 35, excluding Chapter 11, and Appendix Chapters 3, Division II; 4, Division II; 9; 12; 15; 16; and 31; of that certain building code known and designated as the Uniform Building Code, 1994 edition California Building Code, 1998 Edition, prepared as published by the International Conference of Building Officials California Building Standards Commission and including Chapter 3, Division II, Chapter 4, Divisions II and III; Chapters 9 and 16; and Chapter 31, Divisions II and III of the appendix to said Uniform Building Code; as amended by the State Department of Housing and Community Development (HCD); the Division of the State Architect/Access and Compliance (DSA/AC); and the Office of Statewide Health Planning and Development (OSHPD3), are incorporated herein by reference as if fully set forth below, and shall be known as Subsections 101.17 through 101.17.16 of Chapter 1, Chapters 2 through 35 and Appendix Chapters 3 -Division II, 4 - Divisions II and III 9, 12, 15, 16, and 31 Divisions II and III of Title 26 of the Los Angeles County Code.
A copy of said Uniform California Building Code, hereinafter referred to as the U.B.C. C.B.C., including the above-designated portions of the appendix, has been deposited in the Executive Office of the Board of Supervisors and shall be at all times maintained by the Executive Office for use and examination by the public.
G. For application and investigation for relocation building permits as required by Chapter 68 34:
Floor area: Up to 2,500 square feet (232.2m2) $296.90*
2,501 square feet (232.3m2) $593.70*
Editor's Note *These fee amounts reflect increases made by the Director of Public Works due to increases in the Consumer Price Index and are effecitve July 1, 1998.
See Section 3403.8 for regulations regarding existing bars, grilles, grates or similar devices. See Section 6714 for lights within 40 inches (1016mm) of a locking device.
5. Throughout all buildings with a floor level with an occupant load of 30 or more that is located 55 feet (16 764mm) or more above the lowest level of fire department vehicle access.
5. In buildings over three stories in height, provided however, the respective increases in area and height specified in Sections 505 and 506, and the substitution for one-hour fire-resistive construction specified in Section 508, shall be permitted. For the purposes of this Section the building official may consider a basement as a story where the basement would have originally been considered a story except for fill being placed against the building. In making this determination the building official shall consult with the fire department.
See Appendix Chapter 10 67 for requirements covering building security.
TABLE 15-A -- MINIMUM ROOF CLASSES
For construction in the Buffer Fire Zone, see Section 6404.
For construction in Fire Zone 4 or a Very High Fire Hazard Severity Zone, see Section 6403.
TYPES OF CONSTRUCTION | |||||||||
I |
II |
III |
IV |
V | |||||
OCCUPANCY |
F.R. |
F.R. |
One-hour |
N |
One-hour |
N |
H.T. |
One-hour |
N |
A-1
|
B
|
B
|
-
|
-
|
-
|
-
|
-
|
-
|
-
|
A--Class A roofing.
B-Class B roofing.
C--Class C roof covering.
F.R.-Fire resistive.
H.T.--Heavy timber.
N-No requirements for fire resistance.
NR-Nonrated roof coverings.
1 Buildings which are not more than two stories in height and have not more than 6,000 square feet (557 m2) of projected roof area and where there is a minimum of 10 feet (3048 mm) from the extremity of the roof to the property line or assumed property line on all sides except for street fronts may have Class C roof coverings that comply with UBC Standard 15-2.
2See Section 308.2.2.
3 Nonrated roof coverings may be used on buildings that are not more than two stories in height and have not more than 3,000 square feet (279m2) of projected roof area and where there is a minimum of 10 feet (3048 mm) from the extremity of the roof to the property line on all sides except for street fronts.
4 Unless otherwise required because of location, Group U, Division 1 roof coverings shall consist of not less than one layer of cap sheet, or built-up roofing consisting of two layers of felt and a surfacing material of 300 pounds per roofing square (14.6 kg/m2) of gravel or other approved surfacing material, or 250 pounds (12.2 kg/m2) of crushed slag.
TABLE 15-D-1--ROOFING TILE APPLICATION1 FOR ALL TILES
ROOF SLOPE 2 ½ UNITS VERTICAL IN 12 UNITS HORIZONTAL (21% SLOPE) TO LESS THAN 3 UNITS VERTICAL IN 12 UNITS HORIZONTAL (25% SLOPE) |
ROOF SLOPE 3 UNITS VERTICAL IN 12 UNITS HORIZONTAL (25% SLOPE) AND OVER | |
1. Deck Requirements |
Solid sheathing per Section 2312.2 and 2320.12.9 | |
2. UNDERLAYMENT
|
Build-up roofing membrane, three piles minimum, applied per Section 1507.6. Surfacing not required. |
Same as for other climate areas, except that extending from the eaves up the roof to a line 24 inches (610 mm) inside the exterior wall line of the building, two layers of underlayment shall be applied shingle fashion and solidly cemented together with an approved cementing material |
Other climate areas |
One layer heavy-duty felt or Type 304 felt side lapped | |
3. Attachment 2 Type of fasteners |
Hot dipped galvanized ring shank or other approved c | |
Number of fasteners 2,3 |
|
Two fasteners per tile. |
4. Tile headlap |
3 inches (76 mm) minimum. | |
5. Flashing |
Per Sections 1508.4 and 1509 | |
1 In snow areas, a minimum of two fasteners per tile are required.
2 In areas designated by the building official as being subject to repeated wind velocities in excess of 80 miles per hour (129 km/h) or where the roof height exceeds 40 feet (12 192 mm) above grade, all tiles shall be attached as follows:
2.1 The heads of all tiles shall be nailed.
2.2 The noses of all eave course tiles shall be fastened with approved clips.
2.3 All rake tiles shall be nailed with two nails.
2.4 The noses of all ridge, hip and rake tile shall be set in a bead of approved roofer's mastic.
3 In snow areas, a minimum of two fasteners per tile are required, or battens and one fastener.
4 On slopes over 24 units vertical in 12 units horizontal (200% slope), the nose end of all tiles shall be securely fastened.
Underlayment shall comply with ASTM D 226-97.
TABLE 15-D-2--CLAY OR CONCENTRATE ROOFING TILE APPLICATION INTERLOCKING TILE WITH PROJECTING ANCHOR LUGS-MINIMUM ROOF SLOPE 4 UNITS IN 12 UNITS HORIZONTAL
(33.3% Slope)
ROOF SLOPE |
4 UNITS VERTICAL IN 12 UNITS HORIZONTAL (33.3% SLOPE) AND OVER |
1. Deck requirements |
Spaced structural sheathing boards or solid roof sheathing Per Table 15-D-1 |
2. Underlayment In climate areas subject to wind-driven snow, roof, ice or special wind regions as shown in Chapter 16, Figure 16-1. |
Solid sheathing one layer of Type 305 felt lapped |
Other climate |
For speed sheathing, approved reinforced membrane. For solid sheathing, one layer heavy duty felt or of Type 303 felt lapped |
3. Attachment1
|
Hot dipped galvanized ring shank or other approved c |
No. of fasteners |
One fastener per tile.3,4 |
4. Tile headlap |
3-inch (76 mm) minimum |
5. Flashing |
Per Section 1508.4 and 1509. |
1 In areas designated by the building official as being subject to repeated wind velocities in excess of 80 miles per hour (129 km/h) or where the roof height exceeds 40 feet ( 12 192 mm) above grade, all tiles shall be attached as set forth below:
1.1 The heads of all tiles shall be nailed.
1.2 The noses of all eave course tiles shall be fastened with a special clip.
1.3 All rake tiles shall be nailed with two nails.
1.4 The noses of all ridge, hip and rake tiles shall be set in a bead of approved roofer's mastic.
2 Battens shall not be less than 1-inch-by-2-inch (25 mm by 51 mm) nominal. Provisions shall be made for drainage beneath battens by a minimum of 1/8-inch (3.2 mm) risers at each nail or by a 4-foot-long (1219 mm) battens with at least ½-inch (12.7 mm) separation between battens. Battens shall be fastened with approved fasteners spaced at not more than 24 inches (610 mm) on center.
3 In snow areas, a minimum of two fasteners per tile are required, or battens and one fastener.
4 Slopes over 24 12 units vertical in 12 units horizontal (200 100% slope), nose ends of all tiles must be securely fastened.
5 Perimeter fastening areas include three tile courses but not less than 36 inches (914 mm) from either side of hips or ridges and edges of eaves and gable rakes.
5 Underlayment felt shall comply with ASTM D 226-97.
1. The soil profile type is SA, SB, SC or SD.
2. p = 1.0.
3. Except in single-story structures, Group R, Division 3 and Group U, Division 1 Occupancies, moment frame systems designated as part of the lateral-force-resisting system shall be special moment-resisting frames.
4. The provisions in exceptions to Section 2213.7.5 Sections 9.6a and 9.6b of AISC - Seismic Part 1 shall not apply, except for columns in one-story buildings or columns at the top story of multistory buildings.
5. None of the following structural irregularities is present: Type 1, 4 or 5 of Table 16-L, and Type 1 or 4 of Table 16-M.
1. Reinforced concrete or reinforced masonry elements designed primarily as axial-load members shall comply with Section 1921.4.4.5.
2. Reinforced concrete elements designed primarily as flexural members and supporting other than light-frame wood shear wall systems or light-frame steel and wood structural panel shear wall systems shall comply with Sections 1921.3.2 and 1921.3.3. Strength computations for portions of slabs designed as supporting elements shall include only those portions of the slab that comply with the requirements of these Sections.
3. Masonry elements designed primarily as axial-load carrying members shall comply with Sections 2106.1.12.4, Item 1, and 2108.2.6.2.6.
4. Masonry elements designed primarily as flexural members shall comply with Section 2108.2.6.2.5.
5. Steel elements designed primarily as axial-load members shall comply with Sections 2213.5.2 and 2213.5.3. Not Adopted.
6. Steel elements designed primarily as flexural members or trusses shall have bracing for both top and bottom beam flanges or chords at the location of the support of the discontinuous system. and shall comply with the requirements of Section 2213.7.1.3.
7. Wood elements designed primarily as flexural members shall be provided with lateral bracing or solid blocking at each end of the element and at the connection location(s) of the discontinuous system.
SECTION 21. Item 4 of Subsection 1633.2.9 of Title 26 of the Los Angeles County Code is amended to read as follows:
4. Diaphragms supporting concrete or masonry walls shall have continuous ties or struts between diaphragm chords to distribute the anchorage forces specified in Section 1633.2.8. The spacing of continuous ties shall not exceed 25 feet (7620 mm). Added chords of subdiaphragms may be used to form subdiaphragms to transmit the anchorage forces to the main continuous crossties. The maximum diaphragm shear used to determine the depth of the subdiaphragm shall not exceed 300 pounds per foot (3.65 kN/m). The maximum length-to-width ratio of the wood structural subdiaphragm shall be 2½:1.
SECTION 22. Item 7 of Subsection 1633.2.9 of Title 26 of the Los Angeles County Code is amended by adding the following paragraph at the end of said Item to read as follows:
When designing the diaphragm to comply with the requirements stated above, the return walls and fins/canopies at entrances shall be considered. Seismic compatibility with the diaphragm by either seismically isolating the element or by attaching the element and integrating its load into the diaphragm.
BASIC STRUCTURAL SYSTEM2 |
LATERAL-FORCE-RESISTING SYSTEM DESCRIPTION |
R |
W. |
HEIGHT LIMIT FOR SEISMIC ZONES 3 AND 4 (feet) |
x 304.8 for mm | ||||
1. Bearing wall system |
1. Light-framed walls with shear panels
|
5.5
4.5
4.4
|
2.8
2.8
2.2
|
65
160
160
|
2. Building frame system |
1. Steel eccentrically braced frame (EBF)
|
7.0 6.5
5.5
5.6
6.4 |
2.8 2.8
2.8
2.2
2.2 |
240 65
240
160
240 |
3. Moment-resisting frame system |
1. Special moment-resisting frame (SMRF)
|
8.5
4 |
2.8
2.8
|
N.L.
160
|
4. Dual systems |
1. Shear walls
|
8.5
8.5
6.5
7.5
|
2.8
2.8
2.8
2.8
|
N.L.
N.L.
N.L.
N.L.
|
5. Cantilevered column building systems |
1. Cantilevered column elements |
2.2 |
2.0 |
357 |
6. Shear wall-frame interaction systems |
1. Concrete8 |
5.5 |
2.8 |
160 |
7. Undefined systems |
See Section 1629.6.7 and 1629.9.2 |
- |
- |
- |
N.L.- no limit
1 See Section 1630.4 for combination of structural systems.
2 Basic structural systems are defined in Section 1629.6.
3 Phohibited in Seismic Zones 3 and 4.
4 Includes precast concrete conforming to Section 1921.2.7.
5 Prohibited in Seismic Zones 3 and 4, except as permitted in Section 1634.2.
6 Ordinary moment-resisting frames in Seismic Zone 1 meeting the requirements of Section 2211.6 may use a R value of 8.
In Seismic Zones 3 and 4 steel OMF's are permitted as follows:
a. Where the near source factor N equals one, structures are permitted to a height of 35 ft. or for single-story buildings where the moment joints of field connections are constructed of bolted end plates and the dead load of the roof does not exceed 15 psf. the height is permitted to be increased to 60 ft.
b. Where the near source factor N is greater than one, structures are permitted to a height of 35 feet where the dead weight of the floors, walls and roof do not exceed 15 psf.
7 Total height of the building including cantilevered columns.
8 Prohibited in Seismic Zones 2A, 2B, 3 and 4. See Section 1633.2.7.
In Seismic Zones 3 and 4, all complete-joint-penetration groove and partial-joint-penetration groove welded joints in Special, Ordinary, and Special Truss Moment Frames and in Special and Ordinary Concentrically Braced Frames and in Eccentrically Braced Frames that are subject to net tensile forces as part of the Lateral Force Resisting System shall be tested in accordance with AISC Seismic Part I Section 16. welded fully restrained connections between the primary members of ordinary moment frames and special moment-resisting frames shall be tested by nondestructive methods for compliance with approved standards and job specifications. This testing shall be a part of the special inspection requirements of Section 1701.5. A program for this testing shall be established by the person responsible for structural design and as shown on plans and specifications.
4. Recommendations for foundation type and design criteria, including bearing capacity, provisions to mitigate the effects of expansive soils and soils containing sulfates, and provisions to mitigate the effects of liquefaction and soil strength, and the effects of adjacent loads.
1. Depth of foundations below the natural and finish grades shall not be less than 24 inches for exterior (610mm) and 18 inches (457mm) for interior footings.
2. Exterior walls and interior bearing walls shall be supported on continuous foundations.
3. Foundations shall be reinforced with at least four continuous one-half-inch diameter deformed reinforcing bars. Two bars shall be placed within 4 inches of the bottom of the foundation and two within 4 inches of the top of the foundation.
4. Concrete floor slabs on grade shall be cast on a 4-inch fill of coarse aggregate or on a moisture barrier membrane. The slabs shall be at least 3-1/2 inches thick and shall be reinforced with welded wire mesh or deformed reinforcing bars. Welded wire mesh shall have a cross-sectional area of not less than 5/100 square inch per foot each way. Reinforcing bars shall have a diameter of not less than 3/8 inch and be spaced at intervals not exceeding 24 inches each way.
5. The soil below an interior concrete slab shall be saturated with moisture to a depth of 18 inches prior to casting the concrete.
The following additional requirements shall apply in Seismic Zones 3 and 4.
1. Sill bolt diameter and spacing for three-story raised wood floor buildings shall be specifically designed.
2. Steel Pplate washers a of minimum of 2 inch by 2 inch by 3/16 inch (51mm by 51 mm by 4.8 mm) thick size and thickness as specified in Table 23 -II-L shall be used on each bolt.
amended to read as follows:
In nonstructural elements which do not exceed 8 feet (2440 mm) in height above the highest point of lateral support, including fireplaces and residential chimneys, mortar of pouring consistency may be substituted for grout when the masonry is constructed and grouted in pours of 12 inches (300 mm) or less in height.
Design shall be by one of the following methods.
Except for the modifications as set forth in Sections 2211 and 2212 of this division and the requirements of the Building Code, the seismic design, fabrication, and erection of structural steel shall be in accordance with the Seismic Provisions for Structural Steel Buildings, April 15, 1997 published by the American Institute of Steel Construction, 1 East Wacker Drive, Suite 3100, Chicago, IL 60601, as if set out at length herein. The adoption of Seismic Provisions for Structural Steel Buildings in this Division, hereinafter referred to as AISC-Seismic, shall include Part I (LRFD) and Part III (ASD).
Where other codes, standards, or specifications are referred to in this specification, they are to be considered as only an indication of an acceptable method or material that can be used with the approval of the Building Official.
When the load combinations from Section 1612.2 for LRFD are used, structural steel buildings shall be designed in accordance with Chapter 22 Division II (AISC-LRFD) and Part I of AISC Seismic as modified by this Division.
When the load combinations from Section 1612.3 for ASD are used, structural steelbuildings shall be designed in accordance with Chapter 22 Division III (AISC-ASD) and Part III of AISC-Seismic as modified by this Division.
The AISC Seismic Provisions adopted by this Division apply to the seismic design of structural steel members except as modified by this Section.
The following terms that appear in AISC Seismic shall be taken as indicated in the 1997 Uniform Building Code.
AISC Seismic |
1997 Uniform Building Code |
Seismic Force Resisting System |
Lateral Force Resisting System |
Design Earthquake |
Design Basis Ground Motion |
Load Combinations Eqs. (4-1) and (4-2) |
Chapter 16 Eqs. (12-17) and (12-18) respectively |
LRFD Specification Section Eqs. (A4-1) through (A4-6) |
Chapter 16 Eqs. (12-1) through (12-6) respectively |
OoQE |
Em |
These provisions are intended for the design and construction of structural steel members and connections in the Seismic Force Resisting Systems in buildings for which the design forces resulting from earthquake motions have been determined on the basis of various levels of energy dissipation in the inelastic range of response. These provisions shall apply to buildings in Seismic Zone 2 with an importance factor I greater than one, in Seismic Zone 3 and 4 or when required by the Engineer of Record.
These provisions shall be applied in conjunction with, Chapter 22, Division II, hereinafter referred to as the LRFD Specification. All members and connections in the Lateral Force Resisting System shall have a design strength as provided in the LRFD Specification to resist load combinations 12-1 through 12-6 (in Chapter 16) and shall meet the requirements in these provisions.
Part I includes a Glossary, which is specifically applicable to this Part, and Appendix S.
The loads and load combinations shall be those in LRFD Specification Section A4.1 Section 1612.2 except as modified throughout these provisions.
Wood members shall not be used to permanently support the dead load of any masonry or concrete.
2. Any structure may rest upon wood piles constructed in accordance with the requirements of Chapter 18.
3. Veneer of brick, concrete or stone applied as specified in Section 1403.6.2 may be supported by approved treated wood foundations when the maximum height of veneer does not exceed 30 feet (9144 mm) above the foundations. Such Vveneer used as an interior wall finish may also be supported on wood floors that are designed to support the additional load and designed to limit the deflection and shrinkage to 1/600 of the span of the supporting members.
4. Glass block masonry having an installed weight of 20 pounds per square foot (97.6 kg/m2) or less and installed with the provisions of Section 2109.5. When glass block is supported on wood floors, the floors shall be designed to limit deflection and shrinkage to 1/600 of the span of the supporting members and the allowable stresses for the framing members shall be reduced in accordance with Division III, Part I.
See Division II, Part II for wood members resisting horizontal forces contributed by masonry or concrete.
2315.1 General. Particleboard vertical diaphragms and lLumber and wood structural panel horizontal and vertical diaphragms may be used to resist horizontal forces in horizontal and vertical distributing or resisting elements, provided the deflection in the plane of the diaphragm, as determined by calculations, tests or analogies drawn therefrom, does notexceed the permissible deflection of attached distributing or resisting elements. See UBC Standard 23-2 for a method of calculating the deflection of a blocked wood structural panel diaphragm.
Permissible deflection shall be that deflection up to which the diaphragm and any attached distributing or resisting element will maintain its structural integrity under assumed load conditions, i.e., continue to support assumed loads without danger to occupants of the structure.
Connections and anchorages capable of resisting the design forces shall be provided between the diaphragms and the resisting elements. Openings in diaphragms that materially affect their strength shall be fully detailed on the plans and shall have their edges adequately reinforced to transfer all shearing stresses.
Size and shape of each horizontal diaphragm and shear wall shall be limited as set forth in Table 23-II-G. The height of a shear wall shall be defined as:
1. The maximum clear height from foundation to bottom of diaphragm framing above, or
2. The maximum clear height from top of diaphragm to bottom of diaphragm framing above.
The width of a shear wall shall be defined as the width of sheathing. See figure 23-II-1, Section (a).
Where shear walls with openings are designed for force transfer around the openings, the limitations of Table 23-II-G shall apply to the overall shear wall including openings and to each wall pier at the side of an opening. The height of a wall pier shall be defined as the clear height of the pier at the side of an opening. The width of a wall pier shall be defined as the sheathed width of the pier at the side of an opening. Design for force transfer shall be based on a rational analysis. Detailing of boundary members around the opening shall be provided in accordance with Section 2315. See figure 23-II-1, Section (b). Vertical diaphragms shall also meet the story drift limitations of Section 1630.10.2 of this code.
In all buildings in Seismic Zone 4, lumber, and wood structural panel diaphragms shall not be considered as transmitting lateral forces by rotation.
EXCEPTION: One-story, attached or detached residential garages or similar Group U, Division 1 woodframed structures with a maximum depth normal to the open side of 25 feet (7260 mm) and a maximum width of 25 feet (7260 mm) provided the diaphragm is not constructed of straight sheathing.
In buildings of wood-frame construction where rotation is provided for, the depth of the diaphragm normal to the open side shall not exceed 25 feet (7260 mm) or two thirds the diaphragm width, whichever is the smaller depth. Straight sheathing shall not be permitted to resist shears in diaphragms acting in rotation.
EXCEPTIONS: 1. One story, wood-framed structures with the depth normal to the open side not greater than 25 feet (7260 mm) may have a depth equal to the width.
2. Where calculations show that the diaphragm deflections can be tolerated, the depth normal to the open end may be increased to a depth-to-width ratio not greater than 1½:1 for diagonal sheathing or 2:1 for special diagonal sheathed or wood structural panel or particleboard diaphragms.
In masonry or concrete buildings, lumber or wood structural diaphragms shall not be considered as transmitting lateral forces by rotation.
Diaphragm sheathing nails or other approved sheathing connectors shall be driven flush but shall not fracture the surface of the sheathing.
Cantilevered diaphragms shall not project more than 25% of the depth of the diaphragm as measured normal to the cantilever. Cantilevered diaphragms supporting floors or roofs above shall not exceed 15 percent of the distance between lines of lateral-load-resisting elements from which the diaphragm cantilevers.
SECTION 43. Subsection 2315.3.3 of Title 26 of the Los Angeles County Code is amended to read as follows:
2315.3.3 Wood structural panel diaphragms. Horizontal and vertical diaphragms sheathed with wood structural panels may be used to resist horizontal forces not exceeding those set forth in Table 23-II-H for horizontal diaphragms and Table 23-II-I-1 for vertical diaphragms, or may be calculated by principles of mechanics without limitation by using values of nail strength and wood structural panel shear values as specified elsewhere in this code. Wood structural panels for horizontal diaphragms shall be as set forth in Tables 23-II-E-1 and 23-II-E-2 for corresponding joist spacing and loads. Wood structural panels in shear walls shall be at least 5 /16 _ inch (7.9 9.5 mm) thick and for studs spaced no more than 16 inches (406 mm) on center and 3/8 inch (9.5 mm) thick where studs are spaced 24 inches (610 mm) on center.
Maximum spans for wood structural panel subfloor underlayment shall be as set forth in Table 23-II-F-1. Wood structural panels used for horizontal and vertical diaphragms shall conform to UBC Standard 23-2 or 23-3.
All boundary members shall be proportioned and spliced where necessary to transmit direct stresses. Framing members shall be at least 2-inch (51 mm) nominal in the dimension to which the wood structural panel is attached. In general, panel edges shall bear on the framing members and butt along their center lines. Nails shall be placed not less than _ ½ inch (9.5 12.7 mm) in from the panel edges and not less than _-inch (9.5 mm) from the edge of the connecting members for shear greater than 350 pounds per foot (4.38kN/m). Nails shall be placed not less than _-inch (9.5 mm) from panel edgesand not less than ¼-inch (6.4 mm) from the edge of the connecting members for shears of 350 pounds per foot or less. Nails
shall be spaced not more than 6 inches (152 mm) on center along panel edge bearings, and shall be firmly driven into the framing members. No unblocked panels less than 12 inches (305 mm) wide shall be used.
Diaphragms with panel edges supported in accordance with Tables 23-II-E-1, 23-II-E-2 and 23-II-F-1 shall not be considered as blocked diaphragms unless blocking or other means of shear transfer is provided.
SECTION 44. Subsection 2315.5.5 of Title 26 of the Los Angeles County Code is deleted and replaced with the phrase "Not adopted."
SECTION 45. Section 2315.5 of Title 26 of the Los Angeles County Code is amended by adding Subsection 2315.5.6 to read as follows:
2315.5.6 Hold-down connectors. Hold-down connectors shall be designed to resist shear wall overturning moments using approved cyclic load values or 75 percent of the allowable earthquake load values that do not consider cyclic loading of the product. Connector bolts into wood framing require steel plate washers in accordance with Table 23-II-L. Hold-downs shall be re-tightened just prior to covering the wall framing.
SECTION 46. Section 2315.5 of Title 26 of the Los Angeles County Code is amended by adding Subsection 2315.5.7 to read as follows:
2315.5.7 Shear Wall Displacement Analysis. Wood structural panel shear walls shall meet the story drift limitation of Section 1630.10 of this Code. Conformance to the story drift limitation shall be determined by approved testing or calculation or analogies drawn therefrom and not the use of an aspect ratio. Calculated deflection shall be determined according to U.B.C. Standard 23-2, Section 23.223 "Calculation of Shear Wall Deflection," and shall be increased 25 percent to account for inelastic action and repetitive loading. Contribution to the deflection from the anchor or tie down slippage shall also be included. The slippage contribution shall include the vertical elongation of the metal, the vertical slippage of the fasteners and compression or shrinkage of the wood elements. The total vertical slippage shall be multiplied by the aspect ratio and added to the total horizontal deflection.
SECTION 47. Section 2315.6 of Title 26 of the Los Angeles County Code is deleted and replaced with the phrase "Not adopted."
SECTION 48. Section 2320.1 of Title 26 of the Los Angeles County Code isamended to read as follows:
Only the following occupancies may be constructed in accordance with this division:
1. One-, two- or three-story buildings housing Group R Occupancies. Cripple walls shall be considered as a story.
2. One-story Occupancy Category 4 buildings, as defined in Table 16-K, when constructed on a slab-on-grade floor.
3. Group U Occupancies.
4. Top-story walls and roofs of Occupancy Category 4 buildings not exceeding two stories of wood framing. Not Adopted.
5. For all occupancies Iinterior nonload-bearing partitions, ceilings and curtain walls in all occupancies 8 feet (2438 mm) or higher shall be laterally braced at the top at 8 feet (2438 mm) maximum on center.
When total loads exceed those specified in Tables 23-IV-J-1, 23-IV-J-3, and 23-IV-R-1, 23-IV-R-2, 23-IV-R-3, 23-IV-R-4, 23-IV-R-7, 23-IV-R-8, 23-IV-R-9, 23-IV-R-10, 23-IV-R-11, and 23-IV-R-12; 23-VII-R-1, 23-VII-R-3, 23-VII-R-7, 23-VII-R-9, 23-VIII-A, 23-VIII-B, 23-VIII-C, 23-VIII-D, an engineering design shall be provided for the gravity load system.
Other approved repetitive wood members may be used in lieu of solid-sawn lumber in conventional construction provided these members comply with the provisions of this code.
Interior braced wall lines shall be supported on continuous foundations.
1. Nominal 1-inch by 4-inch (25 mm by 102 mm) continuous diagonal braces let into top and bottom plates and intervening studs, placed at an angle not more than 60 degrees or less than 45 degrees from the horizontal, and attached to the framing in conformance with Table 23-II-B-I. Not adopted.
2. Wood boards of 5/8-inch (16 mm) net minimum thickness applied diagonally on studs spaced not over 24 inches (610 mm) on center. Not adopted.
3. Wood structural panel sheathing of a thickness not less than 5/16 ½ inch (7.9 12.7 mm) nominal of structural I grade for a maximum 16-inch (406 mm) stud spacing and not less than 3/8 inch (9.5 mm) for 24-inch (610 mm) stud spacing in accordance with Tables 23-II-A-1 and 23-IV-D-1. Nailing shall be minimum 8d common placed 3/8 (9.5mm) inches from panel edges and spaced not more than 6 inches (152mm) on center, and 12 inches (305mm) on center along intermediate framing members.
4. Fiberboard sheathing 4-foot by 8-foot (1219 mm by 2438 mm) panels not less than ½ inch (13 mm) thick applied vertically on studs spaced not over 16 inches 406 mm) on center when installed in accordance with Section 2315.6 and Table 23-II-J. Not adopted.
5. Gypsum board [sheathing ½ inch (13 mm) thick by 4 feet (1219 mm) wide, wallboard or veneer base] on studs spaced not over 24 inches (610 mm) on center and nailed at 7 inches (178 mm) on center with nails as required by Table 25-I. Not adopted.
6. Particleboard wall sheathing panels where installed in accordance with Table 23-IV-D-2. Not adopted.
7. Portland cement plaster on studs spaced 16 inches (406 mm) on center installed in accordance with Table 25-I.
8. Hardboard panel siding when installed in accordance with Section 2310.6 and Table 23-II-C. Not adopted.
All vertical joints of panel sheathing shall occur over studs. Horizontal joints shall occur over blocking equal in size to the studding except where waived by the installationrequirements for the specific sheathing materials.
Braced wall panel construction types shall not be mixed within a braced wall line.
Braced wall panel sole plates shall be nailed to the floor framing and top plates shall be connected to the framing above in accordance with Table 23-II-B-1. Sills shall be bolted to the foundation or slab in accordance with Section 1806.6. Where joists are perpendicular to braced wall lines above, blocking shall be provided under and in line with the braced wall panels. All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at maximum 24 inches (6096mm) on center with four 8d nails per leg (total eight 8d nails per clip). Braced wall panels shall be laterally braced at each top corner and at maximum 24 inch (6096 mm) intervals along the top plate of discontinuous vertical framing.
1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8 ½-inch-nominal minimum-thickness (9.5 12.7 mm) plywood sheathing nailed with 8d common or galvanized box nails in accordance with Table 23-II-B-1 and blocked at all plywood edges. Two anchor bolts installed in accordance with Section 1806.6 shall be provided in each panel. Anchor bolts shall be placed at panel quarter points. Each panel end stud shall have a tie-down device fastened to the foundation capable of providing an approved uplift capacity of not less than 1,800 pounds (816.5 kg). The tie-down device shall be installed in accordance with the manufacturer's recommendations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom., or
2. In the first story of two-story buildings, each braced wall panel shall be in accordance with Section 2320.11.4, Item 1, except that the plywood sheathing shall be provided on both faces, three anchor bolts shall be placed at one-fifth points, and tie-down device uplift capacity shall not be less than 3,000 pounds (1360.8 kg). Braced wall panels required by Section 2320.5.1 may be eliminated when all of the following requirements are met:
a. Detached or attached garage is no more than 25 feet (7620 mm) in depth or length.
b. The roof and three enclosing walls are solid sheathed with ½-inch (13 mm) nominal thickness wood structural panels with 8d common nails placed 3/8 (9.5 mm)inches from panel edges and spaced not more than 6 inches (152 mm) on center along all panel edges and 12 inches (305 mm) on center along intermediate framing members. Wall openings for doors or windows are permitted provided a minimum 4-foot-(1219 mm) wide wood structural braced panel with minimum height to length ratio of 2 to 1 is provided at each end of the wall line and that the wall line be sheathed for 50% of its length.
TABLE 23-II-I-1-- ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR
WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE 1, 2, 3
PANEL GRADE |
MINIMUM
|
MINIMUM
|
NAIL
(Common or Galvanized
|
ALLOWABLE SHEAR
PANELS APPLIED DIRECT TO FRAMING |
NAIL SIZE
|
ALLOWABLE SHEAR
| ||||||
Nail Spacing at Plywood Panel Edges (In.) |
Nail Spacing at Plywood
| |||||||||||
X 25.4 for mm |
X 25.4 for mm | |||||||||||
6 |
4 |
3 |
27 |
6 |
4 |
3 |
2 | |||||
X 25.4 for mm |
X 0.0146 for N/mm |
X 0.0146 for N/mm | ||||||||||
STRUCTURAL I |
5/16 |
1 1/4 |
6d |
200 |
|
|
|
6 |
200 |
300 |
390 |
510 |
3/8 |
1 1/2 |
8d |
|
|
|
|
8 |
2304 |
3604 |
4604 |
6104 | |
7/16 |
|
|
|
|
2554 |
3954 |
5054 |
6704 | ||||
15/32 |
|
|
|
|
280 |
430 |
550 |
730 | ||||
15/32 |
1 5/8 |
10d |
|
|
|
|
10d |
340 |
510 |
665 |
870 | |
C-D, C-C
|
5/16 |
1 1/4 |
6d |
180 |
|
|
|
6 |
180 |
270 |
350 |
450 |
3/8 |
200 |
|
|
|
200 |
300 |
390 |
510 | ||||
3/8 |
1 1/2 |
8d |
|
|
|
|
220 |
3204 |
4104 |
5304 | ||
7/16 |
|
|
|
|
8 |
2404 |
3504 |
4504 |
5854 | |||
15/32 |
|
|
|
|
260 |
380 |
490 |
640 | ||||
15/32 |
1 5/8 |
10d |
|
|
|
|
10d |
310 |
460 |
600 |
770 | |
19/32 |
|
|
|
|
340 |
510 |
665 |
870 | ||||
NAIL SIZE
|
NAIL SIZE
|
|||||||||||
Plywood panel siding in grades covered in U.B.C. Standard 23-2 |
5/16 |
1 1/4 |
6d |
|
|
|
|
6 |
140 |
210 |
275 |
360 |
3/8 |
1 1/2 |
8d |
|
|
|
|
8 |
160 |
240 |
310 |
410 | |
1 All panel edges backed with 2-inch (51 mm) nominal or wider thicker framing. Panels installed either horizontally or vertically. Space nails at 6 inches (152 mm) on center along intermediate framing members for 3/8-inch (9.5 mm) and 7/16-inch (11 mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading.
Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in STRUCTURAL I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity of less than 0.42.
2 Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3-inch (76 mm) nominal or thicker and nails on each side shall be staggered.
3 In Seismic Zones 3 and 4, where allowable shear values exceed 350 pounds per foot (5.11 N/mm) foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3-inch (76 mm) nominal member. In shear walls where total wall design shear does not exceed 600 pounds per foot (8.76 N/mm), a single 2-inch (51 mm) nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2-inch-by-2-inch-by-3/16-inch (51 mm by 51 mm by5 mm) thick plate washers. Plywood joint and sill plate nailing shall be staggered.
4 The values for 3/8-inch (9.5 mm) and 7/16-inch (11 mm) panels applied direct to framing may be increased to values shown for 15/32-inch (12 mm) panels, provided studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs.
5 Galvanized nails shall be hot-dipped or tumbled.
6 The maximum allowable shear for three-ply plywood resisting seismic forces is 200 pounds per foot (2.92 kN/m).
7 Framing at adjoining panel edges shall be 3-inch (76 mm) nominal or thicker and nails shall be staggered where nails are spaced 2 inches (51 mm) on center.
SECTION 56. Table 23-II-I-2 of Title 26 of the Los Angeles County Code is deleted and replaced with the phrase "Not adopted."
Bolt Size |
Plate Size |
x 25.4 for mm |
x 25.4 for mm |
½ in |
3/16" x 2" x 2" |
5/8 in |
1/4" x 2-1/2" x 2-1/2" |
3/4 in |
5/16" x 2-3/4" x 2-3/4" |
7/8 in |
5/16" x 3" x 3" |
1 in |
3/8" x 3-1/2" x 3-1/2" |
TABLE 23-IV-C-1- BRACED WALL PANELS1
|
SEISMIC ZONE |
CONDITION |
CONSTRUCTION METHOD2,3 |
BRACED PANEL LOCATION AND
| |||||||
1 |
2 |
3 |
4 |
5 |
6 |
7 |
8 | |||
|
|
|
|
|
|
|
|
|
|
|
|
X |
X |
X |
X |
X |
X |
X |
X | ||
First Story of Three Story |
X |
X |
X |
X5 |
X |
X |
X | |||
2B, 3 and 4 |
One story, |
|
|
|
|
|
X |
|
Each end and not more than 25 feet (7620 mm) on center but not less than 50% of building length | |
One |
|
X |
|
|
|
|
|
Each end and not more than 25 feet (7620 mm) on center but not less than 25% of | ||
First Story of three story |
|
|
|
|
|
|
|
Each end and not more than 25 feet (7620 mm) on center but not less than 40% of | ||
1 This table specifies minimum requirements for braced panels which form interior or exterior braced wall lines.
2 See Section 2320.11.3 for full description.
3 See Section 2320.11.4 for alternate braced panel requirement.
43 Building length is the dimension parallel to the braced wall length.
5 Gypsum wallboard applied to supports at 16 inches (406 mm) on center. Not Adopted.
6 Not permitted for bracing cripple walls in Seismic Zone 4. See Section 2320.11.5.
7The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel.
TABLE 25-I -- ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES
IN POUNDS PER FOOT FOR VERTICAL DIAPHRAGMS OF LATH AND PLASTER OR GYPSUM BOARD FRAME WALL ASSEMBLIES1
|
TYPE OF MATERIAL |
THICKNESS
|
WALL CONSTRUCTION |
NAIL
|
SHEAR VALUE |
MINIMUM NAIL SIZE3 | |
X 14.6 for N/m | ||||||
x 25.4 for mm
|
x 25.4 for mm |
Seismic 4 |
Wind |
x 25.4 for mm | ||
1. Expanded metal, or woven wire lath and portland cement plaster |
_" |
Unblocked |
6 |
|
180 |
No. 11 gage, 1 ½" long, 7/16" head, with ¼" thick furring
|
2. Gypsum lath |
_" lath and
|
Unblocked |
5 |
|
100 |
No. 13 gage, 1 _" long, 19/64" head, plasterboard blued nail |
3. Gypsum sheathing board |
½" x 2' x 8' |
Unblocked |
4 |
|
75 |
No. 11 gage, 1 ¾" long, 7/16" head, diamond-point, galvanized |
½" x 4'
|
Blocked
|
4
|
|
175
| ||
|
4. Gypsum wallboard or veneer base |
½" |
Unblocked |
7 |
|
100 |
5d cooler (0.086" dia., 1 _" long, 15/64" head) or wallboard (0.086" dua., 1 _" long, 9/32" head) |
4 |
|
125 | ||||
Blocked |
7 |
|
125 | |||
4 |
|
150 | ||||
|
_" |
Unblocked |
7 |
|
115 |
6d cooler (0.092" dia., 1 _" long, ¼" head) or wallboard (0.0915" dia., 1 _" long, 19/64" head) | |
4 |
|
145 | ||||
Blocked |
7 |
|
145 | |||
4 |
|
175 | ||||
Blocked
|
Base ply: 9
|
|
250 |
Base ply -6d cooler (0.092" dia., 1 _" long, ¼"head) or walllboard ( 0.0915" dia., 1 _" long, 19/64" head)
| ||
1 These vertical diaphragms shall not be used to resist loads imposed by masonry or concrete construction. See Section 2513.2. Values shown are for short-term loading due to wind or due to seismic loading. Values shown must be reduced 25 percent for normal loading. The values shown in Items 2, 3 and 4 shall be reduced 50 percent for loading due to earthquake in Seismic Zones 3 and 4.
2 Applies to naling at all studs, top and bottom plates, and blocking.
3 Alternate nails may be used if their dimensions are not less than the specified dimensions.
4 This construction shall not be used below the top level of wood construction in a multi-level building.
Notwithstanding any other provisions of this code, an existing masonry chimney which is altered or repaired more than 10 percent of its replacement cost within any 12-month period shall have its entire chimney structure comply with the current requirements of this Code or other standards approved by the Building Official.
The parapet or appendage shall be removed and the remainder of the wall anchored at the roof line, or it shall be reconstructed so that it will conform structurally as near as it is practicable to do so with requirements of Chapter 16, Division III of this Code, or it shall be otherwise braced and strengthened in a manner satisfactory to the Building Official, so that it will resist a reasonable degree of horizontal forces without becoming dislodged with danger of falling. Any person receiving notice as set out in this Section may appeal, from the notice of the Building Official, in the manner provided by Section 102.4 of this Code, to the Board of Appeals.
Where, in the opinion of the Building Official, it is necessary to open a portion of roof, wall or ceiling of a building in order to establish the structural condition of any parapet or appendage, the Building Official may order the owner to make such opening without expense to the County.
2. Main entrance door of a dwelling unit where unit where each sleeping room contains an exterior door or an exterior window with a net clear openable area of not less than 5 square feet (0.46 m2) with no dimension less than 22 inches (559 mm) and with a sill height not more than 48 inches (1219 mm) above the floor. Where bars or grilles exist at these openings, they shall be openable from the inside without use of a key, tool or excessive force.
Bars or grilles shall be modified, or installed, to be removable or openable from the inside without the use of a key, tool or excessive force. When in the removed or open position the net opening shall not be less than that which would be available through the door or window if such bars or grilles were not installed. Bars or grilles installed prior to July 1, 1965 need not be modified provided the dwelling unit is provided with approved detectors of products of combustion other than heat conforming to U.B.C. Standard 7-5 mounted on the ceiling or wall at a point centrally located in the corridor or area giving access to rooms used for sleeping purposes. In an efficiency dwelling unit, the detector shall be centrally located on the ceiling of the main room. Where sleeping rooms are on an upper level, the detector shall be placed at the center of the ceiling directly above the stairway. All detectors shall be located within 12 inches (305mm) of the ceiling. Care shall be exercised to ensure that installation will not interfere with the operating characteristics of the detector. When actuated, the detector shall provide an alarm.
For the purpose of this Code, the entire unincorporated territory of the County of Los Angeles is hereby established a Fire District, and said Fire District shall be known and designated as Fire Zones 1, 2, 3, 4 or Very High Fire Hazard and Buffer Fire Zone, and shall include such territories or portions of said County as outlined in Building Code Manual 6401 Article 1 on file with the Executive Office of the Board of Supervisors and the Building Official. Whenever in such chapter reference is made to any fire zone, it shall be construed to mean one of the fire zones designated and referred to in this Chapter.
Buildings or structures complying with the requirements of this Code may be erected, constructed, moved within or into Fire Zones 1, 2 and 3.
Wood-shingle and wood-shake roofs are prohibited in Fire Zone 4 and in Very High Fire Hazard Severity Zones regardless of classification under UBC Standard No. 15-2.
All exterior doors other than vehicular access doors to garages shall be solid-core not less than 1-3/8 inches thick or utilize multiple-glazed panels consisting of not less than dual pane glazing.
2. Multiple glazing may be omitted for lights less than 900 square inches within doors which form part of the enclosure of a building.
shall be covered with corrosion-resistant wire mesh with mesh openings of 1/4 inch (6.4mm) in dimension except where such openings are equipped with sash or doors.
Chimneys shall have spark arresters with openings of 1/2-inch (12.7mm) in dimension maximum.
1. When located less than 20 feet (6096mm) from a habitable structure shall be of one-hour fire-resistive construction, heavy timber construction conforming to the requirements of Section 605.6, or noncombustible construction.
When said structure is located and constructed so that the structure or any portion thereof projects over a descending sloped grade (8 to 1 or steeper), the area belowthe structure shall be enclosed to within 6 inches (152 mm) of the ground with materials approved for one-hour fire-resistive construction, or with noncombustible materials approved by the Building Official.
2. When located 20 feet (6096 mm) or more from a habitable structure and of wood construction, shall be constructed of lumber not less than 2 inches (151 mm) nominal in width and depth.
Adequate covered access openings for servicing such utilities shall be provided as required by appropriate Codes.
Wood-shingle and wood-shake roofs are prohibited in the Buffer Fire Zone regardless of classification under Uniform Building Code Standard 15-2.
For the purpose of this Code, certain terms, phrases, words and their derivatives shall be defined as follows:
Where signs are illuminated by electric lighting, a separate electrical permit shall be obtained as required by the Electrical Code, Title 27 of the Los Angeles County Code.
Sufficient data shall be submitted to show that the supporting surface and other members of an existing building to which a sign is to be attached are in good condition, and are adequately strong to support the load.
Supports shall be designed so that all loads and reactions shall be transmitted to the ground through the structural framework and walls of supporting buildings or structures.
Signs erected on buildings or structures shall be securely attached by means of adequate metal brackets, expansion bolts, through bolts or lag screws. No material, part, portion or equipment thereof or therefor shall be used which may become dangerous because of vibration, corrosion, disintegration or for any other reason whatsoever. Wire other than stranded cable shall not be considered as adequate fastening, except for cloth and banner signs.
If supports of an existing structure are found to be inadequate, they shall be adequately strengthened before the sign is erected.
Clearance less than 8 feet (2438 mm), 6-inch (152 mm) projection;
Clearance from 8 feet (2438 mm) to 10 feet (3048 mm), 1-foot (305 mm) projection;
And above 8 feet (2438 mm), for each additional 2-foot clearance (610 mm), an additional 1-foot (305 mm) projection;
Provided that no structure shall have a projection of more than 5 feet (1524 mm), and provided further that a projecting sign built above and in connection with a marquee may have such a projection of 5 feet (1524 mm) without clearance between sign and marquee; and provided further that no structure shall project beyond the curb line, regardless of clearance above grade.
Signs projecting more than 6 inches (152 mm) from the face of a building over private property used or intended to be used by the general public shall have a minimum clearance of 8 feet (2438 mm) above said sidewalk or grade.
Glass used in signs shall be of the size, thickness and type given in Table 65-1 of this Chapter.
No sign shall be erected in such a manner that any portion of its surface or supports will interfere in any way with the free use of any fire escape, exit or standpipe, or obstruct any required ventilator, door or stairway. No sign shall obstruct the free use of any window on the same premises.
No sign shall be erected in such a manner as to interfere with, mislead or confuse traffic.
Ground signs of wood shall have all members which extend into the ground protected with an approved preservative.
Approved plastic as defined in Chapter 26 and Section 217 may be used for surface of signs exceeding 55 feet (16 764 mm) in height providing the sign is constructed of noncombustible materials.
Projecting signs attached to a building shall be of noncombustible materials, or of not less than one-hour fire-resistive construction as specified in Chapter 7.
The thickness of any such sign shall not exceed the following:
For a maximum projection of 5 feet (1524 mm), a thickness of 2 feet (610 mm).
For a maximum projection of 4 feet (1219 mm), a thickness of 2 feet 6 inches (762 mm).
For a maximum projection of 3 feet (914 mm), a thickness of 3 feet (914 mm).
Wall signs exceeding a height of 15 feet (4572 mm) above grade shall have a surface of noncombustible material, but may have ornamental moldings and lattice work of combustible material. No wall sign shall have a projection over any public street, other public property or building line, as defined herein, greater than 24 inches (610 mm). No wall sign shall extend above the roof or highest parapet wall immediately adjacent thereto.
Blocks, angles or supports fastened to the roof shall be so located as not to interfere with the drainage of the roof and, where necessary, flashing or counter flashing shall be placed.
TABLE 65-1 -- SIZE, THICKNESS AND TYPE OF GLASS
PANELS IN SIGNS
MAXIMUM SIZE OF EXPOSED GLASS PANEL |
MINIMUM THICKNESS OF GLASS IN INCHES |
TYPE OF GLASS | |
30
|
500
|
1/8
|
Plain, plate or wired
|
For: 1-inch = 25.4 mm, 100 square inch = 0.064516 m2
Any person desiring a permit under this Chapter shall, at the time of filing an application therefor, pay to the Building Official a fee as set forth in Section 107.
Where not otherwise specifically provided in this Code, the construction, installation, maintenance and use of everything regulated by this Chapter shall provide adequate safety for the loads to which they may be subjected.
When necessary for safety, the Building Official may limit the speed of operation of such devices or order sufficient alterations to make them safe.
Rebound tumbling equipment, as used in this Chapter and Section 107, is a fabric bed or surface designed to provide resilience by virtue of its own elasticity or that provided by an elastic or spring suspension system, or by both, within a stable and tested frame and intended to be used for jumping, bouncing or acrobatic tumbling.
Rebound tumbling center, as used in this Chapter, is a place where rebound tumbling equipment is provided and maintained for public use.
Rebound tumbling equipment shall be located on a level surface in such a way as to be within view of the operator or attendant at all times.
The spacing of equipment units shall conform to the following minimum dimensions as measured from the inside edge of the frame:
1. Three feet (914 mm) between sides of units.
2. Four feet (1219 mm) between ends of units.
3. Five feet (1524 mm) from ends to nearest fence, building or other similar construction.
4. Three feet (914 mm) from sides or corners to nearest fence, building or other similar construction.
The area surrounding the rebound tumbling equipment shall be surfaced to prevent a dust nuisance and have a reasonably level surface of pea gravel or equivalent type of material from a safety and dust control standpoint.
Pits for rebound tumbling centers shall be so constructed that they will not interfere with the operation of the equipment and be of a depth not less than 3 feet (914 mm) nor more than 4 feet (1219 mm) at centers.
Such pits shall be so framed that the rebound tumbling equipment is held in a level position and is supported on a solid stable surface. Lumber used as framing for pits shall not be less than 2 inches (51 mm) in thickness and shall be securely connected together.
Precautionary measures shall be taken to prevent broken springs on rebound tumbling equipment disengaging from the assembly.
The frames of rebound tumbling equipment shall be completely padded to provide reasonable safety. Pads 2 inches (51 mm) thick filled with cotton liners shall be deemed to meet this requirement.
The entire rebound tumbling center shall be completely enclosed by fencing not less than 5 feet (1524mm) in height.
The Building Official shall inspect annually every rebound tumbling center.
A. When such surface is a curve and within 100 feet (30 480 mm) of the grandstands or bleachers.
B. When such surface is other than a curve and is within 50 feet (15 240 mm) of the grandstands or bleachers.
C. Notwithstanding Subsections A and B, when such surface is within 50 feet (15 240 mm) of grandstands or bleachers and such grandstands and bleachers are located within the infield or other area surrounded by the track.
Additional continuous 1/4 inch (6.4 mm) horizontal cables shall be provided at a 4-foot (1219 mm) maximum spacing. Such cable shall be mechanically fastened to the post.
At location other than curves, the spacing between wires may be increased to 4 inches (102 mm).
The purpose of this Chapter is to set forth minimum standards of construction for resistance to unlawful entry.
The provisions of this Chapter shall apply to enclosed Groups B, F, M, R, and S Occupancies and enclosed private garages.
No provisions of this Chapter shall require or be construed to require devices on exit doors or on sleeping room emergency exits contrary to the requirements specified in Chapter 10 and Section 310.4.
The provisions of this Chapter are not intended to prevent the use of any device or method of construction not specifically prescribed by this Code when such alternate provides equivalent security based on a recommendation of the County Sheriff.
For the purpose of this Chapter, certain terms are defined as follows:
Panels shall be closed and locked. Tests shall be performed in the following order.
Sash shall be closed and locked. Tests shall be performed in the following order.
A door forming a part of the enclosure of a dwelling unit or of an area occupied by one tenant of a building shall be constructed, installed, and secured as set forth in Sections 6709, 6711 and 6712, when such door is directly reachable or capable of being reachedfrom a street, highway, yard, court, passageway, corridor, balcony, patio, breezeway, private garage, portion of the building which is available for use by the public or other tenants, or similar area. A door enclosing a private garage with an interior opening leading directly to a dwelling unit shall also comply with said Sections 6709, 6710, 6711 and 6712.
Lights in doors shall be as set forth in Sections 6714 and 6715.
2. In other than residential occupancies, locks may be key-operated, or otherwise operated from the inside when not prohibited by Chapter 10 or other laws and regulations.
3. A swinging door of width greater than 5 feet (1524 mm) may be secured as set forth in Section 6711.
4. In residential occupancies, doors not required by Section 310.4 or 1003.3.1 may be equipped with security-type hardware which requires a key to release from the interior side of the door if the sleeping rooms are protected with a fire-warning system as set forth in Section 310.9.
A straight deadbolt shall have a minimum throw of l inch (25.4 mm) and the embedment shall not be less than 5/8 inch (15.9 mm) into the holding device receiving the projected bolt. A hook shape or expanding lug deadbolt shall have a minimum throw of 3/4 inch (19 mm). All deadbolts of locks which automatically activate two or more deadbolts shall embed at least 1/2 inch (12.7 mm), but need not exceed 3/4 inch (19 mm), into the holding devices receiving the projected bolts.
2. The bolt or bolts may be engaged or disengaged automatically with the deadbolt or by another device on the active leaf or lower leaf.
3. Manually operated hardened bolts at the top and bottom of the leaf and which embed a minimum of 1/2 inch (12.7 mm) into the device receiving the projected bolt may be used when not prohibited by Chapter 10 or other laws and regulations.
Sliding glass doors shall be equipped with locking devices and shall be so installed that, when subjected to tests specified in Section 6706, they remain intact and engaged. Movable panels shall not be rendered easily openable or removable from the frame during or after the tests.
Cylinder guards shall be installed on all mortise or rim-type cylinder locks installed in hollow-metal doors whenever the cylinder projects beyond the face of the door or is otherwise accessible to gripping tools.
Locking devices installed on sliding glass doors providing the exit required by Section 1003 or providing for the emergency escape or rescue required by Section 310.4 shall be releasable from the inside without the use of a key, tool or excessive force.
Metal or wooden overhead and sliding doors shall be secured with a deadbolt lock, padlock with a hardened steel shackle, or equivalent when not otherwise locked by electric power operation. Locking devices, when installed at the jamb of metal or wooden overhead doors, shall be installed on both jambs when such doors exceed 9 feet (2743 mm) in width. Metal or wooden sliding doors exceeding 9 feet (2743 mm) in width and provided with a jamb-locking device shall have the door side opposite the lock restrained by a guide or retainer.
Cylinder guards shall be installed on all mortise or rim-type cylinder locks installed in hollow-metal doors whenever the cylinder projects beyond the face of the door or is otherwise accessible to gripping tools.
Metal accordion grate or grille-type doors shall be equipped with metal guides at top and bottom, and a cylinder lock or padlock and hardened steel shackle shall be provided.
Cylinder guards shall be installed on all mortise or rim-type cylinder locks installed in hollow-metal doors whenever the cylinder projects beyond the face of the door or is otherwise accessible to gripping tools.
A window, skylight or other light forming a part of the enclosure of a dwelling unit or of an area occupied by one tenant of a building shall be constructed, installed and secured as set forth in Sections 6714 and 6715, when the bottom of such window, skylight or light is not more than 16 feet (4877 mm) above the grade of a street, highway, yard, court, passageway, corridor, balcony, patio, breezeway, private garage, portion of the building which is available for use by the public or other tenants, or similar area.
A window enclosing a private garage with an interior opening leading directly to a dwelling unit shall also comply with said Sections 6714 and 6715.
Lights within 40 inches (1016 mm) of a required locking device on a door when in the closed and locked position and openable from the inside without the use of a key, and lights with a least dimension greater than 6 inches (152.4 mm) but less than 48 inches (1219.2 mm) in Groups B, F, M and S Occupancies, shall be fully tempered glass, laminated glass of at least 1/4 inch (6.4 mm) thickness, approved burglary-resistant material, or guarded by metal bars, screens or grilles in an approved manner.
Openings, other than doors or lights, which form a part of the enclosure, or portion thereof, housing a single occupant, and the bottom of which is not more than 16 feet (4877 mm) above the grade of a street, highway, yard, court, passageway, corridor, balcony, patio, breezeway or similar area, or from a private garage, or from a portion of the building which is occupied, used or available for use by the public or other tenants, or an opening enclosing a private garage attached to a dwelling unit which openings therein shall be constructed, installed and secured as set forth in Section 6717.
A trailer coach is a vehicle with or without motive power, constructed to travel on a public thoroughfare at the maximum allowable speed in accordance with the provisions of the Vehicle Code, and is customarily used for living or sleeping purposes.
This Chapter shall not apply to trailer coaches:
1. When the provisions of Part 2, Division 13 of the Health and Safety Code, State of California, apply.
2. In a camp, park or labor camp, regulated by a governmental agency.
3. When stored for sales or display purposes and not otherwise used or occupied.
4. When temporarily used by a caretaker on a construction project.
5. When stored and not used for living or sleeping purposes.
A trailer coach shall not be used, maintained or occupied contrary to the provisions of this Chapter and the applicable State laws and regulations. Before using a trailer coach for living or sleeping purposes a person shall first obtain a permit to do so from the Building Official. If the time during which a trailer coach may be so used is limited by the provisions of Title 22 of the Los Angeles County Code, the Planning and Zoning Code, the permit hereunder shall also be so limited. Otherwise the permit is valid until revoked.
To obtain such a permit an application in writing shall be filed with the Building Official accompanied by a fee as required by Section 107. This fee shall be the permit fee if the permit can legally be issued and which shall otherwise be retained by the Department to cover the cost of investigation and inspection. The application shall:
1. Describe the property on which the trailer coach is or will be during the period of such use.
2. Give a legal description of such property.
3. Give the date on which such use will begin.
4. State that (a) any sanitary facilities of the trailer coach will be sealed so that they cannot be used on the property or (b) the sewage disposal system for the trailer coach will comply with the Plumbing Code, Title 28 of the Los Angeles County Code, and other local and State regulations governing plumbing for trailers.
5. Include the current State license number.
6. Give other information as the Building Official may require.
Permits required by Section 6903 shall be subject to the following conditions:
1. Such use will not violate any law, statute, of this or any other ordinance.
2. The trailer coach has a current valid state vehicle license.
3. The trailer coach is the only occupied trailer coach on the premises.
4. The trailer coach is, or will be, maintained in a sanitary and safe manner, and is not a nuisance.
5. The trailer coach is maintained in such a condition that if it were located in a mobile home park it would comply with all of the provisions of Part 2.1 (beginning with Section 18200) of Division 13 of the Health and Safety Code.
6. There are no fixed appurtenances, such as porches, pipes, drains, rooms, and similar mechanical or structural extensions.
7. There are no permanent connections of plumbing, gas, electricity or water. Approved metal tubing may be used for water and gas connections.
8. There are not any connections, additions or changes which render the trailer coach no longer mobile without alteration, demolition or mechanical work.
9. The occupant of the trailer coach has filed with the Building Official written permission of the owner or tenant of adequate toilet and sanitary facilities located within 200 feet (60 960 mm) of such trailer coach, authorizing the use of such toilet and sanitary facilities at all times during the day and night for the life of the permit.
The Building Official may, in the exercise of reasonable discretion, revoke any permit issued pursuant to this Chapter if, after due investigation, and after a hearing, notless than five days written notice of which is given to the permittee, the Building Official determines that the holder thereof has violated any of the provisions of this Chapter or any other ordinance. Written notice of such revocation shall be posted on the trailer coach or personally delivered, if the person to whom the permit was issued is on the property.
Permits issued under the provisions of this Chapter convey no right to erect any building or do any plumbing work or do any electrical work. Regular building, plumbing, electrical and other permits shall be secured for all such work.
A permit issued pursuant to this Chapter gives no person a vested right to continue to use a trailer coach. The Board of Supervisors reserves the right at any time to enact any ordinance prohibiting any use of trailer coaches which the Board of Supervisors finds will be detrimental to the public peace, health, safety or general welfare, and every person obtaining a permit pursuant to this Chapter take such permit upon such understanding.
This Chapter sets forth regulations for the control of excavation, grading, earthwork construction, including fills or embankments, and the control of grading site runoff, including erosion sediments and construction-related pollutants.
These regulations establish minimum standards and are not intended to prevent the use of alternate materials, methods or means of conforming to such standards, provided such alternate has been approved.
The Building Official shall approve such an alternate provided he or she finds that the alternate is for the purpose intended, at least the equivalent of that prescribed in this Code in quality, strength, effectiveness, durability and safety.
The Building Official shall require that sufficient evidence or proof be submitted to substantiate any claims regarding the alternate.
For the purpose of this Chapter certain terms are defined as follows:
1. An excavation which is less than 3 feet (914 mm) in depth below the existing ground surface, measured vertically downward from natural grade to the deepest point of the excavation.
2. A fill not intended to support structures and which does not obstruct a drainage course if such fill (a) is placed on natural grade that has a slope not steeper than five horizontal to one vertical and is less than 1 foot (305 mm) deep, or (b) is less than 3 feet (914 mm) in depth at its deepest point, measured vertically upward from natural grade to the surface of the fill, and does not exceed 50 cubic yards (38.2 m3), or (c) does not exceed 20 cubic yards (15.3 m3)on any one lot.
3. An excavation below finish grade for basements and footings of structures authorized by a valid building permit, or trench excavations for the purpose of installing underground utilities.
4. Grading within property dedicated or used for cemetery purposes where such grading is more than 100 feet (30480 mm) from the property line and is not intended to support structures. No permit shall be required for the excavation or filling of graves at any location within such property.
5. Mining, quarrying, excavating, processing, stockpiling of rock, sand, gravel aggregate or clay, where established and provided for by law, provided that such operations do not affect the lateral support or increase the stresses in, or pressure upon, any adjacent or contiguous property.
6. Grading in an isolated, self-contained area if the Building Official finds that no danger to private or public property can now or hereafter result from the grading operations.
7. The depositing of rubbish or other material at any refuse-disposal facility operated under a permit granted according to the terms of Division 4, entitled "Solid Waste," of Title 20 of the Los Angeles County Code.
8. An excavation or fill in connection with the making of an earth fill dam, reservoir or levee when the quality of such work is regulated by other laws, statutes or ordinances.
9. An excavation, fill, and/or measures approved by the Soil Conservation District or cooperative agency of the Department of Agriculture.
10. An excavation or fill for road or slope purposes and shown on plans that are approved by the Department of Public Works as being necessary for the support, construction or maintenance of a public road.
11. Exploratory excavations under the direction of soils engineers or engineering geologists.
12. Grading for an oil and/or gas drilling site which is located in an existing oil field as designated by the State Division of Oil and Gas and is 1,000 feet (304.8 m)from a public highway and 500 feet (152.4 m) from the nearest residence. The proposed grading must not result in the deposition of silt and debris onto downstream property.
For the purposes of this Code, unpermitted grading shall be defined as any grading that was performed, at any point in time, without the required permit(s) having first been obtained from the Building Official, pursuant to Subsection 7003.1, supra.
1. Describe the land on which the proposed work is to be performed by lot, block, tract, and by a street address or by similar description sufficient to readily identify and definitely locate the site.
2. State the name and address of the owner of said land, the person who is to perform the work, and the field engineer if such work is to be performed as engineered grading.
3. Be accompanied by plans, specifications and calculations as may be required by Subsection 7005.2 of this Section.
4. State the volume of the material to be handled.
5. Be signed by the applicant or an authorized agent, who may be required to submit evidence of such authority.
6. Give such other information as reasonably may be required by the Building Official.
1. A vicinity sketch or other means of adequately indicating the site location.
2. Boundary lines of the property on which the work is to be performed.
3. Each lot or parcel of land into which the site is proposed to be divided.
4. All of the proposed uses of the site and, if the site is to be divided, the proposed use of each lot or parcel of land.
5. Location of any existing buildings or structures on the property where the work is to be performed, and the location of any buildings or structures on adjacent land which are within 15 feet of the property line.
6. Accurate contours showing the topography of the existing ground.
7. Elevations, location, extend and slope of all proposed grading shown by contours, cross sections or other means and location of any rock disposal area buttress fills or other special features, if such are proposed to be included in the work.
8. A statement of the quantities of material to be excavated and/or filled and the amount of such material to be imported to, or exported from the site.
9. A statement of the estimated starting and completion dates for work covered by the permit.
10. A statement signed by the owner acknowledging that a field engineer, geotechnical engineer and engineering geologist, when appropriate, will be employed to perform the services required by this Code, whenever approval of the plans and issuance of the permit are to be based on the condition that such professional persons be so employed. These acknowledgments shall be on a form furnished by the Building Official.
11. The recommendations in the soil engineering and engineering geology reports shall be incorporated in the grading plans.
12. Detailed plans of all drainage devices, walls, cribbing or other protective devices to be constructed in connection with, or as a part of, the proposed work, together with a map showing the drainage area and estimated runoff of the area served by any drains. Suitable access shall be provided to permit proper cleaning and maintenance.
13. Storm water provisions are required to be shown on the plan in accordance with the requirement of Section 106.4.3 of the Code. See Section 7013 for specific requirements.
14. Any additional plans, drawings or calculations deemed necessary by the Building Official to show conformance of the proposed work with the requirements of this Code or related ordinances.
15. A drainage plan for that portion of a lot or parcel to be utilized as a building site (building pad), including elevations of floors with respect to finish site grade and locations of proposed stoops, slabs and fences that may affect drainage.
16. The dates of the soils engineering and/or engineering geology (geotechnical) reports together with the names, addresses and telephone numbers of the firms or individuals who are in responsible charge of preparing the reports.
1. Improvement of any existing grading to bring it up to the standards of this Code.
2. Requirements for fencing of excavations or fills which would otherwise be hazardous.
1. The site of the proposed work has an area of not less than 10 acres
(4.05 ha).
2. The work will be reasonably safe for the intended use and will not result in a hazard to adjoining property or existing structures.
3. Adequate provision will be made for drainage and erosion control.
If it can be shown to the satisfaction of the Building Official that the hazard can be essentially eliminated by the construction of retaining structures, buttress fills, drainage devices or by other means, the Building Official may issue the permit with the condition that such work be performed.
1. A bond furnished by a corporate surety authorized to do business in this state.
2. A cash bond.
3. Savings and loan certificates or shares deposited and assigned to the County as provided in Chapter 4.36 of Title 4 of the Los Angeles County Code.
4. An instrument of credit from a financial institution subject to regulation by the State or Federal government and pledging that the funds necessary to carry out the grading are on deposit and guaranteed for payment, or a letter of credit issued by such a financial institution.
Where unusual conditions or special hazards exist, the Building Official may require security for grading involving less than 1,000 cubic yards (764.6 m3). Security required by this Section may include incidental off-site grading on property contiguous with the site to be developed, provided written consent of the owner of such contiguous property is filed with the Building Official.
The Building Official may waive the requirements for a security for:
1. Grading being done by or for a governmental agency.
2. Grading necessary to remove a geological hazard, where such work is covered by an agreement and security posted pursuant to the provisions of Title 21, entitled "Subdivision Ordinance," of the Los Angeles County Code.
3. Grading on a site, not exceeding a slope of three horizontal to one vertical, provided such grading will not affect drainage from or to adjacent properties.
4. Filling of holes or depressions, provided such grading will not affect the drainage from or to adjacent properties.
100,000 cubic yards or less 50 percent of the estimated cost of grading work.
Over 100,000 cubic yards 50 percent of the cost of the first 100,000 cubic yards plus 25 percent of the estimated cost of that portion in excess of 100,000 cubic yards.
NOTE: 100,000 cubic yards = (76455 m3)
When the rough grading has been completed in conformance with the requirements of this Code, the Building Official may at his or her discretion consent to a proportionate reduction of the security to an amount estimated to be adequate to ensure completion of the grading work, site development or planting remaining to be performed. The costs referred to in this Section shall be as estimated by the Building Official.
1. Comply with all of the provisions of the Code, applicable laws, and ordinances;
2. Comply with all of the terms and conditions of the grading permit;
3. Complete all of the work authorized by the permit.
In the event of default in the performance of any term or condition of the permit, the surety or financial institution or the Building Official, or any person employed or engaged in the behalf of any of these parties, shall have the right to go upon the premises to perform the required work.
The owner or any other person who interferes with or obstructs the ingress to or egress from any such premises, of any authorized representative of the surety or financial institution or of the County of Los Angeles engaged in the correction or completion of the work for which a grading permit has been issued, after a default has occurred in the performance of the terms or conditions thereof, is guilty of a misdemeanor.
If at any stage of the work the Building Official determines by inspection that further grading as authorized is likely to endanger any public or private property or result in the deposition of debris on any public way or interfere with any existing drainage course, the Building Official may order the work stopped by notice in writing served on any persons engaged in doing or causing such work to be done, and any such person shall forthwith stop such work. The Building Official may authorize the work to proceed if the Building Official finds adequate safety precautions can be taken or corrective measures incorporated in the work to avoid likelihood of such danger, deposition or interference.
If the grading work as done has created or resulted in a hazardous condition, the Building Official shall give written notice requiring correction thereof as specified in Section 7004 of this Code.
If the Building Official finds any existing conditions not as stated in the grading permit or not as shown on the grading plan, the Building Official may order the work stopped until a revised grading plan has been submitted and approved which includes provisions for such existing conditions.
No grading permit shall be issued for work to be commenced between October 1 of any year and April 15 of the following calendar year, unless the plans for such work include a Storm Water Management Plan with details of protective measures, including desilting basins or other temporary drainage or control measures, or both, as may be necessary to protect adjoining public and private property from damage by erosion, flooding or the deposition of mud, debris or construction-related pollutants which may originate from the site or result from such grading operation.
If grading has been started prior to November 1, all protective measures shall be installed prior to November 1. If grading is started on or after November 1, all protective measures shall be installed before grading begins. As grading progresses, all protective measures shall be maintained in good working order to the satisfaction of the Building Official until April 15 of the following year, unless final grading approval has been granted by the Building Official prior to that date and all permanent drainage and erosion control systems, if required, are in place.
Where a grading permit is issued and the work is commenced after April 15 and before October 1 of any year and the plans for such work do not include details of the protective measures described in Section 7010, and it appears that the grading and installation of the permanent drainage devices as authorized by the permit will not be completed prior to November 1, then on or before October 1 the owner of the site on which the grading is being performed shall file or cause to be filed with the Building Official revised plans which include details of the protective measures described in and in all other respects follow the provisions of Section 7010.
The revised plans required by this Section shall be accompanied by an application for plan checking services and plan-checking fees equal in amount to 10 percent of the original grading permit fee.
Should the owner fail to submit the plans or fail to provide the protective measures required by Section 7010 or 7011 by the dates specified therein, it shall be deemed that a default has occurred under the conditions of the grading permit security. Thereupon, the Building Official may enter the property for the purpose of installing, by County forces or by other means, the drainage, erosion control and other devices shown on the approved plans, or if there are no approved plans, as the Building Official may deem necessary to protect adjoining property from storm damage, or the BuildingOfficial may cause the owner of the site to be prosecuted as a violator of this Code or the Building Official may take both actions. The Building Official shall have the authority to collect the penalties imposed by Section 7012 upon determining that the site is not in compliance with the requirements of this Section. Payment of penalty shall not relieve any persons from fully complying with the requirements of this Code in the execution of the work.
In addition to the above actions, the following penalties shall be imposed:
1. If a designed erosion control plan is not submitted as prescribed in Section 7011:
1--10,000 cubic yards (1 - 7645.5 m3) $ 50.00 per day
10,001--100,000 cubic yards (7646.3 - 76455 m3) $250.00 per day
More than 100,000 cubic yards (76455 m3) $500.00 per day
2. If protective devices for erosion control are not installed as prescribed in Section 7010 and approved by the Building Official:
1--10,000 cubic yards (1 - 7645.5 m3) $100.00 per day
10,001--100,000 cubic yards (7646.3 - 76455 m3) $250.00 per day
More than 100,000 cubic yards (76455 m3) $500.00 per day
The penalties imposed by Section 7012 and the applicable processing costs as set forth in Table 99-A, if not paid within 30 days from the date of the notice, shall become a special assessment against the property.
1. The nature of the violation(s); and
2. Notice that if the violation is not remedied to the satisfaction of the Building Official within 30 days, the Building Official may, at any time thereafter, record with the County Recorder's Office a notice that the property is in violation of this Code.
The notice shall be posted on the property and shall be mailed to the owner of the property as indicated on the last equalized County assessment roll. The mailed notice may be registered, certified or first class mail.
The 30-day period for achieving compliance with this Code shall run from the date the property is posted or from the date of the mailing of the notice, whichever is later.
The permittee shall present to the Building Official the names of all consultants prior to obtaining a grading permit. In the event of changed conditions, the permittee shall be responsible for informing the Building Official of such change and shall provide revised plans and reports for approval. All slope planting shall also be subject to the requirements of Chapter 71. If a landscape permit is not required, the slope planting shall be a part of the grading permit. If the slope planting is within an area in which a landscape permit is required under Chapter 71, all slope planting shall also meet the requirements in this Chapter and shall be a part of the landscape permit.
1. The point or points of access to the public street or streets for export or import shall be shown on the grading plan and shall be located as approved by the Road Commissioner and the Director of Planning.
2. Special safety precautions equivalent to the following standards shall be provided where the egress (outhaul) road connects with the public street.
a. The last 50 feet (15240 mm) of the outhaul road immediately adjoining the street if downgrade to the street shall have a grade no steeper than 3 percent.
b. An unobstructed sight distance of not less than 300 feet (91440 mm) in each direction up and down the public street shall be provided at the point of egress. Such sight distance shall be measured from a point 8 feet (2438 mm) above grade in the outhaul road; said point being 10 feet (3048 mm) outside the edge of the street pavement or, if no pavement, 10 feet (3048 mm) outside the edge of the normally traveled portion of the public street.
3. Traffic control devices shall be provided and maintained at the connection of the ingress and egress roads with the public way as may be required by the Road Commissioner.
Field density shall be determined by a method acceptable to the Building Official. However, not less than ten percent of the required density tests, uniformly distributed, shall be obtained by the Sand Cone Method.
Fill slopes steeper than two horizontal to one vertical shall be constructed by the placement of soil a sufficient distance beyond the proposed finish slope to allow compaction equipment to operate at the outer surface limits of the final slope surface. The excess fill is to be removed prior to completion or rough grading. Other construction procedures may be utilized when it is first shown to the satisfaction of the Building Official that the angle of slope, construction method and other factors will accomplish the intent of this Section.
Excavations for the subdrains shall be inspected by the geologist when such subdrains are included in the recommendations of the geologist.
No rock or similar irreducible materials with a maximum dimension greater than 12 inches (305 mm) shall be buried or placed in fills except as recommended by the soil engineer, approved by the Building Official and meeting the following requirements:
1. The oversized material shall be placed 10 feet (3048 mm) or more below finish grade.
2. A representative of the soil engineer shall be present while the oversized material is placed and covered.
3. The reports submitted by the soil engineer shall acknowledge the placement of the oversized material and whether the work was performed in accordance with the engineer's recommendations and the approved plans.
4. The location of oversized rock dispersal areas shall be shown on the as-built plan.
5. Stockpiled soil, sand, or gravel shall be covered or so stabilized as to prevent erosion by wind or water.
The results of such testing shall be included in the reports required by this Chapter.
1. Additional setbacks.
2. Provision for retaining or slough walls.
3. Mechanical or chemical treatment of the fill slope surface to minimize erosion.
4. Provisions for the control of surface waters.
The grading shall provide for drainage around proposed buildings and their appurtenances.
Swales used for slope protection shall conform with Subsection 7018.8. Berms used for slope protection shall not be less than 12 inches (305 mm) above the level of the pad and shall slope back at least 4 feet (1219 mm) from the top of the slope.
All slope planting shall also be subject to the requirements of Chapter 71. If a landscape permit is not required, the slope planting shall be a part of the grading permit. If the slope planting is within an area in which a landscape permit is required under Chapter 71, all slope planting shall also meet the requirements in this Chapter and shall be a part of the landscape permit.
Planting need not be provided for cut slopes rocky in character and not subject to damage by erosion and any slopes protected against erosion damage by other methods when such methods have been specifically recommended by a soil engineer, engineering geologist, or equivalent authority and found to offer erosion protection equal to that provided by the planting specified in this Section.
Plant material shall be selected which will produce a coverage of permanent planting effectively controlling erosion. Consideration shall be given to deep-rooted plant material needing limited watering, to low maintenance during the lifetime of the project, to high root to shoot ratio (weight of above-ground parts versus root system), wind susceptibility and fire-retardant characteristics.
For slopes less than 20 feet (6096 mm) in vertical height, hose bibs to permit hand watering will be acceptable if such hose bibs are installed at conveniently accessible locations where a hose no longer than 50 feet (15 240 mm) is necessary for irrigation.
The requirements for permanent irrigation systems may be modified upon specific recommendation of a landscape architect or equivalent authority that, because of the type of plants selected, the planting methods used and the soil and climatic conditions at the site, an irrigation will not be necessary for the maintenance of the slope planting.
The Building Official may require inspection and testing by a soil testing agency. If required, the soil testing agency's responsibility shall include, but need not be limited to, approval concerning the inspection of cleared areas and benches to receive fill, and the compaction of fills.
the permittee or the permittee's agent wherein it fails to comply with the requirements of this Code.
In addition to the called inspections specified above, the Building Official may make such other inspections as may be deemed necessary to determine that the work is being performed in conformance with the requirements of this Code. Investigations and reports by an approved soil testing agency, soils engineer and/or engineering geologist may be required.
For the purposes of this Code, non-inspected grading shall be defined as any grading for which a grading permit was first obtained, pursuant to Section 7003.1, supra, but which has progressed beyond any point requiring inspection and approval by the Building Official without such inspection and approval having been obtained.
and field engineer need not be the same person. At the completion of the rough grading and final grading, the field engineer shall submit the statements and reports required by Section 7021.
Reports that reflect conditions which are not in agreement with the approved grading plans shall be submitted to the field engineer and the Building Official by the appropriate consultants.
Upon completion of the rough grading work and at the final completion of the work, the following reports, drawings and supplements thereto are required for engineered grading or when professional inspection is performed for regular grading, as applicable.
The reports required by this section shall be prepared in accordance with Section 111.
The statements required by this Section supplement the records of the Building Official. The Department's forms may be duplicated and/or the required information may be presented on stationery with the letterhead of the responsible person. Final approval of grading shall not be given until all required maps, reports and statements have been submitted.
Where reference is made to initial, rough or final grading, it shall mean those stages of construction set forth in Section 7020.3, entitled Inspection of Excavation and Fills.
1. An as-graded grading plan prepared by the field engineer retained to provide such services in accordance with Section 7020.4 shall show original ground surface elevations, as-graded ground surface elevations, lot drainage patterns, and the locations and elevations of surface drainage facilities and of the outlets of subsurface drains. As-constructed locations, elevations and details of subsurface drains shall be shown as reported by the soils engineer.
Field engineers shall state that the work within their area of responsibility was done in accordance with the final approved grading plan.
2. Reports prepared by the soils engineer retained to provide such services in accordance with Section 7020.4, including locations and elevations of field density tests, summaries of field and laboratory tests, other substantiating data, and comments on any changes made during tests and their effect on the recommendations made in the approved soils engineering investigation report. Soils engineers shall submit a statement that, to the best of their knowledge, the work within their area of responsibility is in accordance with the approved soils engineering report and applicable provisions of this Code.
3. Reports prepared by the engineering geologist retained to provide such services in accordance with Section 7020.4, including a final description of the geology of the site and any new information disclosed during the grading and the effect of same on recommendations incorporated in the approved grading plan. Engineering geologists shall submit a statement that, to the best of their knowledge, the work within their area of responsibility is in accordance with the approved engineering geology report and applicable provisions of this Code.
Where necessary, such report shall include a final geological map and cross sections and recommendations noting geological hazards and sewage disposal areas when site inspection was required under Section 7020.1.
4. The grading contractor shall submit in a form prescribed by the Building Official a statement of conformance to said as-graded plan and the specifications.
This Chapter sets forth regulations for designing, installing and maintaining water-efficient landscapes in new projects and for water management practices and water waste prevention for established landscapes. This Chapter shall not apply to County property or any district, Board, agency or other entity's property under the control and jurisdiction of the County.
For the purposes of this Chapter, the definitions have the meanings set forth below:
7.48 gal. = 1 cubic foot 1000 liters = 1 cubic meter
7.48 gal. = 12 in.-ft.3 / ft. 1000 liters = 1000 mm-m3/m
in.-ft.2 = 7.48/12 = 0.62 mm - m2 = 1000/1000 = 1.0
To convert gallons (liters) to 100 cubic feet, another common billing unit for water, divide gallons by 748. (748 gallons = 100 cubic feet = 2832 liters.)
Precipitation is not a reliable source of water, but can contribute to some degree toward the water needs of the landscape.
A combined plant mix with a site-wide plant factor average of 0.5 must not be exceeded unless plants with a higher water factor are permitted elsewhere in this Code and is the basis of the plant factor portion of this calculation. The allowable minimum irrigation efficiency for purposes of the ET adjustment factor is not less than 0.625.
Therefore, the ET adjustment factor (0.8) = (0.5/0.625).
1. Resident-provided or -directed landscaping of areas that the resident is required to maintain at single-family and multifamily projects.
2. Registered historical sites.
3. Ecological restoration projects that do not require a permanent irrigation system;
4. Mined-land reclamation projects that do not require a permanent irrigation system; or
5. Any project with a landscaped area less than 2,500 square feet (232 square meters).
6. Rehabilitated landscaping where a registered landscape architect certifies that the rehabilitated landscape design will not result in an increase in water consumption.
1. Describe the land on which the proposed landscaping is to be performed by lot, block and tract, and by a street address or by similar description sufficient to readily identify and definitely locate the site.
2. State the name and address of the owner of said land and state the persons who are to perform the work and their qualifications to perform such work.
3. State the use of the land.
4. State the source of the water to provide irrigation to the landscape project.
5. State the area of the new or rehabilitated landscaping.
6. Include a complete landscape documentation package as required in Subsection 7104.2.
7. Be signed by the applicant or an authorized agent, who may be required to submit evidence of such authority.
1. Water conservation concept statement.
2. Calculation of the maximum applied water allowance.
3. Calculation of the estimated applied water use.
4. Calculation of the estimated total water use.
5. Landscape design plan.
6. Irrigation design plan.
7. Irrigation schedules.
8. Maintenance schedule.
9. Landscape irrigation audit schedule.
10. Grading design plan.
11. Soil analysis.
12. Certificate of substantial conformance (to be submitted after installation of the project).
13. Effective precipitation disclosure statement (if applicable).
1. Project site.
2. Designer's project identification number.
3. Project location.
4. Landscape permit number.
5. Landscape architect/contractor.
6. Name of statement preparer.
7. Preparer's address.
8. Preparer's telephone number.
9. A statement indicating the project submittal package contains the following:
a. Maximum applied water allowance in gallons or cubic feet per year.
b. Estimated applied water use in gallons or cubic feet per year.
c. Estimated amount of water expected from effective precipitation in gallons or cubic feet per year.1
d. Estimated total water use in gallons or cubic feet/year.
e. Landscape design plan.
f. Irrigation design plan.
g. Irrigation schedules.
h. Maintenance schedule.
i. Landscape irrigation audit schedule.
j. Grading design plan.
k. Soil analysis.
1If the design assumes that a part of the estimated total water use will be provided by precipitation, the effective precipitation disclosure statement in Section 7107 shall be completed and submitted. The estimated amount of water expected from effective precipitation shall not exceed 25 percent of the local annual mean precipitation (average rainfall).
10. A brief description of the planning and design actions that are intended to achieve conservation and efficiency in water use.
a. General landscaping.
MAWA = (ETo) (0.8) (LA) (0.62){1.00} (5-1)
b. For required active use turf areas having warm-season grass.
MAWA = (ETo) (0.96) (LA) (0.62){1.00} (5-2)
c. For required active use turf areas having cool-season grass.
MAWA = (ETo) (1.28) (LA) (0.62){1.00} (5-3)
MAWA = maximum applied water allowance (gallons per year or month) (liters per year or month).
Eto = reference evapotranspiration from Section 7108 (inches per year or month) (liters per year or month).
0.8 = ET adjustment factor based on plant factor/irrigation efficiency.
0.96 = ET adjustment factor based on plant factor/irrigation efficiency.
1.28 = ET adjustment factor based on plant factor/irrigation efficiency.
LA = landscaped area (square feet).
0.62 = conversion factor (from in.-ft.2 to gallons).
1.00 = Conversion factor (from millimeter - in2 to liters).
The allowance shall be calculated as the total of the three formulas and presented on an average monthly basis and on an average annual basis.
The estimated total water use for the entire landscaped area equals the sum of the estimated water use of all hydrozones in that landscaped area.
EWU(hydrozone) = (ETo)(PF)(HA)(0.62)
(IE)
EWU = (hydrozone) estimated water use (gallons per year).
ETo = reference evapotranspiration (inches per year).
PF = plant factor (see below).
HA = hydrozone area (square feet).
(0.62) = conversion factor.
IE = irrigation efficiency (see below).
Each group hydrozone should be restricted to the following range of plant factors (PF) in calculating the estimated water use (EWU). The group zones are as follows:
High 0.7--0.9
Moderate 0.6--0.4
Low 0.3--0.1
Very low 0.1--0
The "very low" category is assigned to plant species that do not require irrigation during the summer months during normal rainfall years. However, during drought conditions, some irrigation may be necessary.
Irrigation efficiency (IE) shall not be less than 0.625. Greater irrigation efficiency can be achieved using more-efficient irrigation systems such as a drip irrigation system.
A. Any plants may be used in the landscape, providing the estimated applied water use recommended does not exceed the maximum applied water allowance and that the plants meet the specifications set forth in paragraphs B, C, D and E.
B. Plants having similar water use should be grouped together in distinct hydrozones. Each hydrozone should have similar plant materials, soils, topography, solar exposures and other significant site aspects in order to maintain uniform plant growth and an aesthetic site.
C. Plants shall be selected appropriately based on their adaptability to the climatic, geological, and topographical conditions of the site. Protection and preservation of native species and natural areas is encouraged. The planting of at least one tree is required for every 1,000 square feet of landscaped area unless it is inconsistent with other provisions of the Codes.
D. Fire prevention needs shall be addressed in areas that are fire prone as determined by the forester and fire warden. Landscaping and landscape maintenance, including brush removal, must be in accordance with Division V of Article 11 of Part III of Title 32 (Fire Code). Information about fire-prone areas and appropriate landscaping for fire safety is available from the Forester and Fire Warden or the California Department of Forestry.
E. Slope erosion needs shall be addressed in accordance with the provisions in Section 7019.1.
A. Designation and location of hydrozones.
B. Landscape materials, trees, shrubs, ground cover, turf, and other vegetation for each hydrozone. Planting symbols shall be clearly drawn and plants labeled by botanical name, common name, container size, spacing, and quantities of each group of plants indicated.
C. Property lines and street names.
D. Streets, driveways, walkways, and other paved areas.
E. Pools, ponds, water features, fences, and retaining walls.
F. Existing and proposed buildings and minor and major structures, including floor elevations, if applicable.
G. Site topography showing existing and proposed drainage gradient or slope contours, drainage devices, applicable spot elevations of finish grade and finish surfaces as shown on the grading design plan in Section 7105.10.
H. Natural features, including, but not limited to, rock outcroppings, existing protected and nonprotected trees with a trunk diameter 8 inches or greater, shrubs that will remain.
I. Tree staking, plant installation, soil preparation details based on Soil Analysis, Section 7105.11, and any other applicable planting and installation details.
J. A calculation of the total landscaped area.
K. Designation of recreational areas.
A. All irrigation systems shall be designed to avoid surface runoff, low-head drainage, overspray, or other similar conditions where water flows onto adjacent areas not part of the irrigated area such as adjacent property, nonirrigated areas, walks, roadways, or structures.
B. Irrigation zones should be within one hydrozone as defined in Section 7105.5.1 B in order to provide the most efficient water use.
C. Irrigation system design flows shall meet peak irrigation requirements of the plant material.
D. Irrigation systems shall be designed to apply water uniformly over the irrigated area.
E. Sprinkler spacing should not exceed manufacturer's recommendations.
F. Special attention shall be given to avoid erosion causing runoff on slopes and to avoid overspray in planted areas with a width of less than 4 feet (1219 mm).
G. Overhead sprinkler irrigation systems are not permitted in median strips less than 4 feet wide.
H. Whenever possible, irrigation scheduling shall be scheduled at night to avoid irrigating during times of high wind or high temperature.
A. Water meters. Separate landscape water or submeters shall be installed for all projects except for single-family homes or any project with a landscaped area of less than 5,000 square feet (465 square meters). If the project irrigation water source is not from a water purveyor, the owner must provide and maintain a submeter to measure the amount of irrigation water use. If the project irrigation water source is from a water purveyor, the water purveyor must provide a water meter or the owner must provide a submeter to measure irrigation water use as required by this Code. The owner-provided submeter for measuring irrigation water usage shall meet either AWWA Standard C700, C701, C702, or C704 and be protected against corrosion or freezing if necessary.
B. Controllers. Automatic control systems shall be required for all irrigation systems and must be able to accommodate all aspects of the design.
C. Valves. Plants which require different amounts of water shall be located in a different hydrozone and irrigated by separate valves. If one valve is used for a given area, only plants with similar water use shall be used in that area.
D. Antidrain (check) valves. These valves shall be installed in strategic points to minimize or prevent low-head drainage.
E. Sprinkler heads. Heads and emitters shall have consistent application rates within each control valve circuit. Sprinkler heads shall be selected for proper area coverage, application rate, operating pressure, adjustment capability, and ease of maintenance.
F. Rain-sensing override devices. Rain-sensing override devices shall be required on all irrigation systems.
G. Soil moisture-sensing devices. It is recommended that soil moisture-sensing devices be considered where appropriate.
H. Flow-control systems or devices. Flow-control systems or devices shall be provided for all irrigation systems and at major valves to irrigation lines serving slopes steeper than five horizontal to one vertical unless it can be demonstrated to the satisfaction of the Building Official that should a line rupture, serious erosion will not occur.
B. The recycled water irrigation systems shall be designed and operated in accordance with all local and State Codes. This includes the consideration of the effects of reclaimed water use to the public and to existing slopes, buildings, structures, utility lines and pavements due to deleterious chemicals.
The irrigation design plan shall accurately and clearly identify:
A. Location of point of connection to and size of separate water meters or sub-meters for the landscaped area when applicable.
B. Location, type and size of all components of the irrigation system, including automatic controllers, main and lateral lines, valves, sprinkler heads, moisture-sensing devices, rain switches, quick couplers, and backflow-prevention devices.
C. Static water pressure at the point of connection to the public water supply or other water source.
D. Flow rate (gallons per minute), application rate (inches per hour), and design operating pressure (psi) for each separate irrigation station.
E. Recycled water irrigation systems as specified in Section 7105.6.2.
A. Include run time (in minutes per cycle), suggested number of cycles per day, and daily frequency of irrigation for each station; and
B. Provide the amount of applied water (in hundred cubic feet, gallons, or in whatever billing units the local water purveyor uses) recommended on a monthly and annual basis.
A. Determination of soil texture, indicating the percentage of organic matter.
B. An approximate soil infiltration rate (either measured or derived from soil texture/infiltration rate tables). A range of infiltration rates should be noted where appropriate.
C. Measure of pH, and total soluble salts.
A. Project site.
B. Project identification number.
C. Project location.
D. Landscape permit number.
E. Submittal date.
F. Submitted preliminary project documentation such as:
(i) Maximum applied water allowance in gallons or cubic feet per year.
(ii) Estimated applied water use in gallons or cubic feet per year.
(iii) Estimated amount of water expected from effective precipitation in gallons or cubic feet per year.1
(iv) Estimated total water use in gallons or cubic feet per year.
(v) Landscape design plan.
(vi) Irrigation design plan.
(vii) Irrigation schedules.
(viii) Maintenance schedule.
(ix) Landscape irrigation audit schedule.
(x) Grading design plan.
(xi) Soil analysis.
(xii) Effective precipitation disclosure statement (if required).
G. Name of water purveyor and/or location of all submeters.
H. Post-installation inspection that verifies that:
(i) Plants were installed as specified.
(ii) Irrigation system is installed and operating as designed with a dual distribution system for recycled water and there is minimal runoff or overspray.
(iii) Landscape irrigation audit was performed.
I. Verification that project submittal package and a copy of this certification has been provided to owner/manager and local water purveyor.
J. Any other comments.
K. A statement as follows:
I/we certify that work has been installed in accordance with the contract documents.
Contractor Signature Date State license number
I/we certify that, based on periodic site observations, the work is in substantial conformance with Chapter 71, Water Efficient Landscaping, of Title 26 of the L.A.C.C. and that the landscape planting and irrigation installation conform with the approved plans and specifications.
Licensed, registered or Signature Date State license number
certified professional
I/we certify that I/we have received all of the contract documents and that it is our responsibility to see that the project is maintained in accordance with the contract documents.
Owner Signature Date
1If the design assumes that a part of the estimated total water use will be provided by precipitation, the effective precipitation disclosure statement in Section 7107 shall be completed and submitted. The estimated amount of water expected from effective precipitation shall not exceed 25 percent of the local annual mean precipitation (average rainfall).
If effective precipitation is included in the calculation of the estimated total water use, an effective precipitation disclosure statement shall be completed, signed and submitted with the landscape documentation package. No more than 25 percent of the local annual mean precipitation shall be considered effective precipitation in the calculation of the estimated total water use.
The assumptions in the effective precipitation disclosure statement shall include location of precipitation record (rain gage), date of the record, length of the record, etc.
The effective precipitation disclosure statement shall contain the following:
1. The statement: "I certify that I have informed the project owner and developer that this project depends on (gallons or cubic feet) of effective precipitation per year. This represents percent of the local mean precipitation of inches per year."
2. A statement noting the author's basis of assumptions about the amount of precipitation that is effective upon this site.
3. The statement: "I certify that I have informed the project owner and developer that, in times of drought, there may not be enough water available to keep the entire landscape alive."
Licensed or certified landscape professional
I certify that I have been informed by the licensed or certified landscape professional that this project depends on (gallons or cubic feet) of effective precipitation per year. This represents percent of the local mean precipitation of inches per year.
I certify that I have been informed that, in times of drought, there may not be enough water available to keep the entire landscape alive.
Owner Developer
The Director will maintain an evapotranspiration map of the areas of Los Angeles County under the Director's jurisdiction to be used in preparing landscape documentation required by this Chapter.
This Chapter provides systematic procedures and standards for identification of welded steel moment frame buildings, and time periods under which these buildings are required to be structurally inspected and repaired. Where inspection finds damage, this Chapter requires the building to be repaired or demolished. This Chapter sets forth minimum standards for structural seismic resistance to reduce the risk of loss of life and injury by the inspection and repair of lateral load resisting welded steel moment frame connections. Compliance with these standards will not necessarily prevent loss of life or injury, or prevent earthquake damage to repaired buildings. This Chapter does not require existing electrical, plumbing, mechanical or fire safety systems to be altered.
1. are publicly owned and provide essential response and recovery services to the general public in the event of a disaster or emergency, regardless of their location, or
2. are publicly owned and provide unique and essential public services which ensure that law and order is maintained in the event of a disaster, such as jails, detention facilities, and courthouses, or
3. are publicly or privately owned and are located within the following earthquake high-damage areas.
1. That unincorporated portion of Los Angeles County known as Universal City and bounded by the Los Angeles River and the City of Los Angeles on the north, and bounded on the east, south and west by westerly, northerly and easterly boundaries of the City of Los Angeles.
2. That unincorporated portion of Los Angeles County bounded on the south by the northerly boundary of the City of Los Angeles, bounded on the west by the easterly boundary of Ventura County, bounded on the north by State Highway 126, and bounded on the East and North by the westerly and southerly boundaries of the City of Santa Clarita and the Antelope Valley Freeway.
1. Field survey
2. Review of construction documents on file with the Building Official.
For the purposes of this Chapter, the applicable definitions in Sections 1602 and 1627 of this Code and the following definition shall apply:
If no appeal is filed within 30 days of the date the Inspection and Repair Compliance Order is served, the building shall be considered to be within the scope of this Chapter.
Appeals and requests for modifications to satisfy requirements of this Chapter other than appeal of the requirements of the Inspection and Repair Compliance Order shall be made in accordance with the normal appeal procedures established in Sections 104.2.7 and 105.
If the building is subsequently determined by the Department of Public Works not to be within the scope of this Chapter, or is demolished, or is modified so as to meet the requirements of this Chapter, the Department of Public Works shall file with the Office of the County Recorder a certificate terminating the status of the subject building as being classified within the scope of Chapter 94.
The owner of each building within the scope of this Chapter shall, upon service of an Inspection and Repair Compliance Order, cause a structural inspection of certain welded steel moment frame connections that resist seismic lateral loading in the building to be made by a structural engineer licensed in the State of California. The number and location of connections to be inspected shall be selected by the structural engineer and approved by the building official prior to inspection. The structural engineer shall prepare and submit an inspection report stating whether or not the building has damage to these connections. The inspection report shall include the results of any ultrasonic tests or the results of other approved methods of testing connections. If the inspection report indicates there are damaged connections, the report shall state the number of damaged connections and the owner shall either obtain a demolition permit and demolish the building or submit plans and procedures prepared by a structural engineer for repair of connections, obtain a permit for the repair and perform the repair work.
The owner shall submit the required structural analysis, obtain any necessary permits and commence and complete the required construction or demolition within the time limits set forth in Table 94-A. These time limits shall run from the date the Inspection and Repair Compliance Order is served.
Once an Inspection and Repair Compliance Order has been served, buildings within the scope of this Chapter may not be structurally altered, remodeled or added to without first complying with the provisions of this chapter unless the Building Official determines that the alteration is minor in nature.
SUBMIT INSPECTION REPORT WITHIN |
OBTAIN PERMIT WITHIN |
COMMENCE REPAIR OR DEMOLITION WITHIN |
REPAIR COMPLETE OR DEMOLITION WITHIN |
12 months |
18 months 3 |
24 months 3 |
36 months 3 |
1. All dates are measured from the date the inspection and repair compliance order is served pursuant to Section 9404.
2. For any work required by this chapter, the time limits shown herein shall supersede the time limits specified in Section 106.4.4.
3. These time limits may be extended by 12 months at the discretion of the building official provided the owner has demonstrated a good faith effort to meet the requirements of this chapter. A maximum of two such extensions may be granted.
The purpose of this Chapter is to promote public safety and welfare by reducing the risk of death or injury which might otherwise result from earthquake damage to concrete tilt-up buildings constructed, under construction, or for which a building permit was issued prior to April 13, 1975. Such buildings have been widely recognized as having a potentially significant risk of sustaining life-hazardous damage, including partial or complete collapse during moderate to strong earthquakes, due to inadequate wall anchorage to the horizontal diaphragm.
This Chapter provides systematic procedures and standards for identification of such concrete tilt-up wall buildings, and time periods under which these buildings are required to be structurally analyzed and anchored. Where analysis finds deficiencies, this Chapter requires the building to be strengthened or demolished.
This Chapter sets forth minimum standards for structural seismic resistance to reduce the risk of loss of life and injury by the installation of wall anchors and connections to the horizontal diaphragms. Compliance with these standards will not necessarily prevent loss of life or injury, or prevent earthquake damage to rehabilitated buildings. This Chapter does not require existing electrical, plumbing, mechanical or firesafety systems to be altered.
The provisions of this Chapter shall apply to all publicly- and privately-owned buildings constructed, under construction, or for which a building permit was issued prior to April 13, 1975, and which on the effective date of this ordinance have concrete tilt-up bearing walls as defined herein.
For purposes of this Chapter, the applicable definitions in Sections 1602 and 1627 of this Code and the following definitions shall apply.
Appeals and requests for modifications from any other determinations, orders or actions of the Department of Public Works pursuant to this Chapter shall be made in accordance with the normal appeal procedures established in Sections 104.2.7 and 105.
within the scope of Chapter 95 and that if such an appeal is not submitted, the determination will be final and binding.
If the building is subsequently determined by the Department of Public Works not to be within the scope of this Chapter, or is demolished, or is modified so as to meet the requirements of this Chapter, the Department of Public Works shall file with the Office of the County Recorder a certificate terminating the status of the subject building as being classified within the scope of Chapter 95.
The owner of each building within the scope of this Chapter shall, upon service of an earthquake hazard reduction compliance order, cause a structural analysis of the building to be made by a civil or structural engineer or architect licensed by the State of California to conduct structural analysis and shall submit such analysis to the Department of Public Works for review. The structural analysis shall state whether or not the building meets the requirements of this Chapter. If such a structural analysis indicates that the building does not meet the requirements of this Chapter, the owner shall either obtain a demolition permit and demolish the building or submit plans for structural alterations of the building so that it will comply with the provisions of this Chapter together with a structural analysis so indicating, and perform the work.
The owner shall submit the required structural analysis, obtain any necessary permits and commence and complete the required construction or demolition within the time limits set forth in Table 95-A. These time limits shall run from the date the earthquake hazard reduction compliance order is served.
Once an earthquake hazard reduction compliance order has been served, buildings within the scope of this Chapter may not be structurally altered, remodeled or added to without first complying with the provisions of this Chapter unless the Building Official determines that the alteration is minor in nature.
The strength design specified in Section 1923.2, using a load factor of 2.0 in lieu of 1.4 for earthquake loading, shall be used for design of embedments in concrete.
Wall anchors shall be provided to resist out-of-plane forces, independent of existing shear anchors.
Expansion anchors are not allowed without specific approval of the Building Official. Attaching the edge of steel decks or plywood sheathing to steel ledgers does not comply with the positive anchoring requirements of the Code.
In wood diaphragms, anchorage shall not be accomplished by use of toenails or nails subject to withdrawal, nor shall wood ledgers, top plates or framing be used in cross-grain bending or cross-grain tension. The continuous ties required by Section 1633.2.9, item 4 shall be in addition to the diaphragm sheathing.
Lengths of development of anchor loads in wood diaphragms shall be based on existing field nailing of the sheathing unless existing edge nailing is positively identified on the original construction plans or at the site.
At re-entrant corners, continuity collectors may be required for existing return walls not designed as shear walls, to develop into the diaphragm a force equal to the lesser of the rocking or shear capacity of the return wall, or the tributary shear, but not exceeding the capacity of the diaphragm. Shear anchors for the return wall shall be commensurate with the collector force. If a truss or beam other than rafters or purlins is supported by the return wall or by a column integral with the return wall, an independent secondary column is required to support the roof or floor members.
Seismic design of return walls and fins/canopies at entrances shall ensure deflection compatibility with the diaphragm by either seismically isolating the element or attaching the element and integrating its load into the diaphragm.
The minimum anchorage at a floor or roof between the pilasters shall be that specified in Section 9506.1 of this Code.
Existing interior masonry or concrete walls, not designed as shear walls, which extend to the floor above or to the roof diaphragm shall also be anchored for out-of-plane forces per Sections 9506.1, 9506.2 and 9506.3 this Code. In the in-plane direction, the walls shall be isolated or developed into the diaphragm to resist a lateral force equal to the lesser of the rocking or shear capacity of the wall, or the tributary shear, but in no event to exceed the diaphragm capacity.
All materials permitted by this Code may be utilized to meet the requirements of this Chapter.
1. The type and dimensions of existing walls and the size and spacing of existing floor and roof members.
2. The extent and type of existing wall anchorage of floors and roof members.
3. Accurately dimensioned plans and/or elevations of existing floors and concrete walls showing dimensioned openings, piers, wall thicknesses and heights.
4. The location and extent of any structural conditions as specified in Section 9506.5.
SUBMIT PLANS WITHIN |
OBTAIN PERMIT WITHIN |
COMMENCE CONSTRUCTION OR DEMOLITION WITHIN |
COMPLETE CONSTRUCTION OR DEMOLITION WITHIN |
12 months |
18 months |
24 months |
36 months |
1 All dates are measured from the date the earthquake hazard reduction compliance order is served pursuant to Section 9504.
2 For any work required by this Chapter, the time limits shown herein shall supersede the time limits specified in Section 106.4.4.
This Chapter promotes public safety and welfare by reducing the risk of death or injury otherwise resulting from earthquake damage to certain buildings constructed before March 20, 1933, which have insufficient resistance to moderate or strong earthquakes.
The provisions of this Chapter constitute minimum standards for structural seismic resistance established primarily to reduce the risk of loss of life and injury. Compliance with these standards will not necessarily prevent loss of life or injury or prevent earthquake damage to an existing building. This Chapter shall not require existing electrical, plumbing, mechanical or fire safety systems to be altered unless they constitute a hazard to life or property.
This Chapter provides systematic procedures and standards for identification and classification of these buildings based on their present use. Priorities, time periods and standards are also established under which these buildings are required to be structurally analyzed and anchored. Where the analysis identifies deficiencies, this Chapter requires the building to be strengthened or demolished.
The provisions of this Chapter shall apply to publicly- and privately-owned buildings which, prior to March 20, 1993, were constructed or were under construction and which have unreinforced masonry bearing walls as defined herein. This Chaptershall also apply to publicly- and privately-owned buildings for which a building permit was issued prior to March 20, 1993, and which have unreinforced masonry bearing walls as defined herein.
For the purposes of this Chapter, the applicable definitions contained in Sections 1602 and 1627 of this Code and the following definitions shall apply:
1. 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 a minimum 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.
1. Provides the vertical support for a floor or roof.
2. The total superimposed load is over 100 pounds per linear foot.
3. The area of reinforcing steel is less than 50 percent of that required in Section 2106.1.12.4, item 2.3 of this Code.
The rating classifications identified in Table 96-A are hereby established and 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 1003.2.2.2 of this Code shall be used to determine the rating classification.
The owner of each building within the scope of this Chapter shall, upon service of an order and within the time limits set forth in this Chapter cause a structural analysis to be made of the building by a licensed civil or structural engineer or architect and if the building does not comply with earthquake standards specified in this Chapter the owner shall cause it to be structurally altered to conform to such standards or shall cause the building to be demolished.
The owner of a building within the scope of this Chapter shall comply with the requirements set forth above by submitting the following to the Building Official for review within the stated time limits:
(a) Within 270 days after service of the order, a structural analysis, which is subject to approval by the Building Official and which shall demonstrate that the building meets the minimum requirements of this Chapter; or
(b) Within 270 days after service of the order, the structural analysis and plans for structural alterations of the building to comply with this Chapter; or
(c) Within 120 days after service of the order, plans for the installation of wall anchors in accordance with the requirements specified in Section 9608.3; or
(d) Within 270 days after service of the order, plans for the demolition of the building.
After plans are submitted and approved by the Building Official, the owner shall obtain a building permit and then commence and complete the required construction or demolition within the time limits set forth in Table 96-B. These time limits shall begin to run from the date the order is served in accordance with Section 9606.2, except that thetime limit to commence structural alterations or demolition shall begin to run from the date the building permit is issued.
Owners electing to comply with Item (c) of this section are also required to comply with Item (b) or (d) of this Section provided, however, that the 270-day period provided for in Item (b) or (d) and the time limits for obtaining a building permit and to complete structural alterations or building demolition set forth in Table 96-B shall be extended in accordance with Table 96-C. Each such extended time limit shall begin to run from the date the order is served in accordance with Section 9606, except that the time limit to commence structural alterations or demolition shall begin to run from the date the building permit is issued.
Prior to the service of an order as set forth in Table 96-C, 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.
If 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 Chapter 96 of the Los Angeles County building laws.
V = IKCSW (96-1)
The value of IKCS need not exceed the values set forth in Table 96-D based on the applicable rating classification of the building.
Fp = ICp SWp (96-2)
For purposes of this subsection, the product of IS need not exceed the values set forth in Table 96-E. The value of Cp need not exceed the values set forth in Table 96-F.
No allowable tension stress shall be permitted in unreinforced masonry walls. Walls not capable of resisting the required design forces specified in this Chapter shall be strengthened or shall be removed and replaced.
2. 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.
Tension stresses due to seismic forces normal to the wall may be neglected if the wall does not exceed the height or length-to-thickness ratio and the in-plane shear stresses due to seismic loads as set forth in Table 96-G.
If the wall height-to-thickness ratio exceeds the specified limits, the wall may be supported by vertical bracing members as set forth in the requirements of Chapter 16. The deflection of such bracing member at design loads shall not exceed one tenth of the wall thickness.
All 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 (3048 mm).
The wall height may be measured vertically to bracing elements other than a floor or roof. Spacing of the bracing elements and wall anchors shall not exceed 6 feet (1829 mm). Bracing elements shall be detailed to minimize the horizontal displacement of the wall by components of vertical displacements of the floor or roof.
1/2 inch (12.7 mm) diameter bolts or dowels = 40 foot-pounds (54J).
5/8 inch (15.9 mm) diameter bolts or dowels = 50 foot-pounds (68J).
3/4 inch (19.1 mm) diameter bolts or dowels = 60 foot-pounds (81J).
No bolts exceeding 3/4 inch (19.1 mm) shall be used. All nuts shall be installed over malleable iron or plate washers when bearing on wood and over heavy cut washers when bearing on steel.
Design stresses shall be related to test results obtained as set forth in Table 96-I. Intermediate values between 3 and 10 psi (0.14kPa and 0.48kPa) may be interpolated.
All unreinforced masonry walls shall be anchored at all floors with tension bolts through the wall or by existing rod anchors at a maximum anchor spacing of 6 feet (1829mm). All existing rod anchors shall be secured to the joists to develop the required forces. The Building Official may require testing to verify the adequacy of the embedded ends of existing rod anchors. Tests, when required, shall conform to Section 9609.8 of this Chapter.
When access to the exterior face of the masonry wall is prevented by proximity of an existing building, wall anchors conforming to Item S in Table 96-I may be used.
Alternative devices to be used in lieu of tension bolts for masonry wall anchorage shall be tested as specified in Section 9609.9 of this Chapter.
1. The type and dimensions of existing walls and the size and spacing of floor and roof members.
2. The extent and type of existing wall anchorage to floors and roof.
3. The extent and type of parapet corrections which were preformed in accordance with Section 3403.7 of this Code.
4. Accurately dimensioned floor plans and masonry wall elevations showing dimensioned openings, piers, wall thickness and heights.
5. The location of cracks or damaged portions or unreinforced masonry walls requiring repairs.
6. The type of interior wall surfaces and ceilings, and if reinstallation or anchoring of existing plaster is necessary.
7. The general condition of the mortar joints and if the joints need pointing.
Removal and replacement of unreinforced masonry interior or exterior walls withmaterials and construction conforming to the requirements of this Code for new buildings constitutes compliance with this Chapter. Upon completion of such work, the remainder of the structure is, therefore, subject only to Section 3401, "General" and Section 3402, "Maintenance," of Chapter 34, "Existing Structures." Nothing in this Section shall be construed to mean that a building within the scope of this Chapter is not subject to Section 102, "Unsafe Buildings," or to Chapter 99, "Building and Property Rehabilitation," of this Code.
TYPE OF BUILDING |
CLASSIFICATION |
Essential building
|
I
|
TABLE 96-B -- TIME LIMITS FOR COMPLIANCE
REQUIRED
|
OBTAIN BUILDING
|
COMMENCE
|
COMPLETE CONSTRUCTIO N WITHIN1 |
Structural alterations or building demolition |
1 year |
180 days2 |
3 years |
Wall anchor |
180 days |
270 days1 |
1 year |
1 Measured from date of service of the order.
2 Measured from date of building permit issuance.
TABLE 96-C -- EXTENSIONS OF TIME AND SERVICE PRIORITIES
RATING CLASSIFICATION |
OCCUPANT LOAD |
EXTENSION OF TIME IF WALL ANCHORS ARE INSTALLED |
MINIMUM TIME PERIODS FOR SERVICE OF ORDER |
I (Highest priority) |
Any |
1 year |
90 days |
II |
100 or more |
1 year |
180 days |
III-A |
100 or more |
1 year |
1 year |
III-B |
More than 50, but less than 100 |
1 year |
2 years |
III-C |
More than 19, but less than 51 |
1 year |
3 years |
IV (Lowest priority) |
Less than 20 |
1 year |
4 years |
RATING CLASSIFICATION |
IKCS |
I
|
0.186
|
RATING CLASSIFICATION |
IS |
I
|
1.50
|
PART OR PORTION OF BUILDINGS |
DIRECTION OF FORCE |
VALUE OF Cp |
Exterior bearing and nonbearing walls; interior bearing walls and partitions; interior nonbearing walls and partitions over 10 feet (3048 mm) in height; masonry fences over 6 feet (1829 mm) in height. |
Normal-to-flat
|
0.20 |
Cantilever parapet and other cantilever walls, except retaining walls. |
Normal-to-flat
|
1.00 |
Exterior and interior ornamentations and appendages |
Any direction |
1.00 |
When connected to or a part of building towers, tanks, towers and tanks plus contents, racks over 8 feet 3 inches in height plus contents, chimneys, smokestacks and penthouses. |
Any direction |
0.202,3 |
When connected to or a part of a building: Rigid and rigidly mounted equipment and machinery not required for continued operation of essential occupancies.4 |
Any horizontal direction |
0.205 |
Tanks plus effective contents resting on the ground. |
Any direction |
0.12 |
Floors and roofs acting as diaphragms. |
In the plane of the diaphragm |
0.126 |
Prefabricated structural elements, other than walls, with force applied at center of gravity of assembly. |
Any horizontal direction |
0.30 |
Connections for exterior panels or elements. |
Any direction |
2.00 |
1See Section 9608.2 for use of Cp.
2When located in the upper portion of any building with a ratio of 5 to 1 or greater, the value shall be increased by 50 percent.
3The Wp for storage racks shall be the weight of the racks plus contents. The value of Cp for racks over two storage support levels in height shall be 0.16 for the levels below the top two levels.
4The design of the equipment and machinery and their anchorage is an integral part of the design and specification of such equipment and machinery. The structure to which the equipment or machinery is mounted shall be capable of resisting the anchorage forces.
5For flexible and flexibly mounted equipment and machinery, the appropriate values for Cp shall be determined with consideration given to both the dynamic properties of the equipment and machinery and to the building or structure in which it is placed.
6Floor and roofs acting as diaphragms shall be designed for a minimum force resulting from a Cp of 0.12 applied to Wp unless a greater force results from the distribution of lateral forces in accordance with Section 1630.
TABLE 96-G -- ALLOWABLE VALUE OF HEIGHT-TO-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR1,2
BUILDINGS WITH CROSSWALLS AS DEFINED BY SECTION 9603 |
ALL OTHER BUILDINGS |
Walls of one-story buildings
|
16
14 16 |
13
9 13 |
1 Minimum quality mortar shall be determined by laboratory testing in accordance with Section 9609.5.
2 Table 96-G is not applicable to buildings of rating classification I. Walls of buildings within rating classification shall be analyzed in accordance with Section 9608.6.TABLE 96-H -- VALUES FOR EXISTING MATERIALS
MATERIALS1 |
ALLOWABLE VALUES |
1. HORIZONTAL DIAPHRAGMS |
|
a. Roofs with straight sheathing and roofing applied directly to the sheathing. |
100 pounds per foot (1.46kN/m) for seismic shear. |
b. Roofs with diagonal sheathing and roofing applied directly to the sheathing. |
400 pounds per foot (5.48N/m) for seismic shear. |
c. Floors with straight tongue-and-groove sheathing. |
150 pounds per foot (2.19kN/m) for seismic shear. |
d. Floors with straight sheathing and finished wood flooring. |
300 pounds per foot (4.38kN/m) for seismic shear. |
e. Floors with diagonal sheathing and finished wood flooring. |
450 pounds per foot (6.57kN/m) for seismic shear. |
f. Floors or roofs with straight sheathing and plaster applied to the joist or rafters.2 |
Add 50 pounds per foot (0.73kN/m) to materials 1-a and 1-c. |
2. SHEARWALLS Wood stud walls with lath and plaster. |
100 pounds per foot (1.46kN/m) each side for seismic shear. |
3. PLAIN CONCRETE FOOTINGS |
_'c+1,500 psi (71.8kPa) unless otherwise shown by tests. |
4. DOUGLAS FIR WOOD |
Allowable stress same as No. 1 D.F.3 |
5. REINFORCING STEEL |
_t= 18,000 pounds per square inch (862kPa) maximum.3 |
6. STRUCTURAL STEEL |
_t=20,000 pounds per square inch (958kPa) maximum.3 |
1 Material must be sound and in good condition.
2 The wood lath and plaster must be reattached to existing joists or rafters in an approved manner.
3 Stresses given may be increased for combination of loads as specified in Section 9608.7.2.
NEW MATERIALS OR CONFIGURATION
|
ALLOWABLE VALUES |
1. HORIZONTAL DIAPHRAGMS Plywood sheathing applied directly over existing sheathing with ends of plywood sheets bearing on joists or rafters and edges of plywood located on center of individual sheathing Boards. |
Same as specified in Table 23-II-H of this Code for blocked diaphragms. |
2. SHEAR WALLS a. Plywood sheathing applied directly over existing wood studs. No value shall be given to plywood applied over existing plaster or wood sheathing.
|
Same as values specified in Table 23-II-I-I for shear walls. 75 percent of the values specified in Table 25-I.
|
3. SHEAR BOLTS Shear bolts and shear dowels embedded a minimum of 8 inches into unreinforced masonry walls. Bolt centered in 2-1/2 inch (64mm) diameter hole with dry-pack or an approved nonshrink grout around circumference of bolt or dowel.1,3 |
133 percent of the values for plain masonry specified in Table No. 21-N. No values larger than those given for 3/4-inch (19 mm) bolts shall be used. |
4. TENSION BOLTS Tension bolts and tension dowels extending entirely through unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 square inches (19350mm2) of area. 2,3 |
1,200 pounds4 (5.34kN) per bolt or dowel. |
5. WALL ANCHORS [See Section 9610.1]
b. Bolts or dowels extending to the exterior face of the wall with a 2-1/2 inch (64mm) round plate under the head and drilled at an angle of 22-1/2 degrees to the horizontal. Installed as specified for shear bolts. 1,2,3 |
600 pounds (2.67kN) per bolt or dowel. 1,200 pound (5.34kN) per bolt or dowel. |
6. INFILLED WALLS Reinforced masonry in filled openings in existing unreinforced masonry walls with keys or dowels to match reinforcing. |
Same as values specified for unreinforced masonry walls. |
7. REINFORCED WALLS Masonry piers and walls reinforced per Section 2106 and 2107. |
Same as values determined per Section 2107 |
8. REINFORCED CONCRETE Concrete footings, walls and piers reinforced as specified in Chapter 19 and designed for tributary loads. |
Same as values specified in Chapter 19 of this Code. |
9. EXISTING FOUNDATIONS LOADS Foundation loads for structures exhibiting no evidence of settlement. |
Calculated existing foundation loads due to maximum dead load plus live load may be increased 25 percent for dead load, and may be increased 50 percent for dead load plus seismic load required by this Chapter. |
1 Bolts and dowels to be tested as specified in Section 9609.6.
2 Bolts and dowels to be ½ inch (12.7mm) 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 to tightening anchor and shear bolt nuts.
4 Value is for minimum three-wythe wall. For a two-wythe wall, use 50 percent of the value shown.
80 PERCENT OF TEST RESULTS SHALL NOT BE LESS THAN |
AVERAGE
|
SEISMIC IN-PLANE SHEAR BASED ON GROSS AREAS |
30 psi (1.44 kPa)+A.S.1
|
20 psi (0.96 kPa)
|
3 psi2 (0.14 kPa)
|
1 Axial stress.
2 Allowable shear stress may be increased by adding 10 percent of the axial stress due to the weight of the wall directly above.
When any unoccupied building or structure is not properly secured, locked or closed and is accessible to juveniles, transients and undesirables and is a health, fire or safety hazard to the adjacent community, and the Building Official so finds, the Building Official shall serve the record owner and (if not the owner) the person having control of such building or structure with a notice to secure or close the same forthwith so as to prevent unauthorized persons from gaining access thereto.
The notice provided for in Section 9801 shall inform the record owner and (if not the owner) the persons having control of such building or structure that:
The Building Official may, but is not required to, send copies of any notice provided for in Section 9801 to the holder of any mortgage, trust deed or other liens or encumbrance, the holder or owner of any lease, or the holder of any other estate or interest in or to the building or structure or the land upon which it is located.
A copy of the notice shall be posted in a conspicuous place on the building or structure which is the subject of the notice. Further, the Building Official may cause to be posted on such building a sign or signs to read: VACATED BUILDING, DO NOT ENTER OR DAMAGE BY ORDER OF THE DEPARTMENT OF PUBLIC WORKS, BUILDING AND SAFETY/LAND DEVELOPMENT DIVISION, COUNTY OF LOS ANGELES.
Such sign may contain additional information and warnings as, in the opinion of the Building Official are expedient. Such notice shall remain posted until the building again is lawfully occupied. A person shall not remove such notice without the written permission of the Building Official. A person, other than a person having the right of occupancy, shall not enter the building.
Proper service of any notice required by this Chapter shall be by personal service or by first class mail upon the record owner and (if not the owner) the person having control of such building or structures.
In the event the Building Official is unable to serve any notice on any person as specified above, proper service on such person shall be by posting the notice in a conspicuous place on the building or structure.
The failure of any owner or other person to receive a notice shall not affect in any manner the validity of any proceedings under this Chapter.
Within 10 days after service upon the record owner of a notice pursuant to Section 9801, the said record owner or any other person deeming himself or herself aggrieved may request a hearing.
Upon receiving a request for hearing, the Building Official shall set the matter for hearing before the Building Rehabilitation Appeals Board and shall serve notice not less than 10 days prior thereto upon the person requesting such hearing and upon every person upon whom the notice provided for in Section 9801 was served.
Except as inconsistent with any other provisions of this Chapter, all procedure taken shall be, and the Building Rehabilitation Appeals Board and the County shall proceed and collect costs, as provided in this Ordinance in the case of substandard and unsafe buildings.
If a person is properly served a notice pursuant to Section 9801 to secure or close a building so as to prevent unauthorized persons from gaining access thereto and neither that person nor any other persons request a hearing, or, after a hearing the Building Rehabilitation Appeals Board determines that such person is obliged to so secure or closesuch building, if such building is not so secured or closed within 10 days after service of notice, if no hearing is requested, or within the time specified by the Building Rehabilitation
Appeals Board, the County may perform the work as provided in this ordinance in the case of substandard or unsafe buildings.
At the request of the Building Official, the Director of the Internal Services Department shall secure or close any building or structure subject to the provisions of Section 9809 so as to limit unauthorized access thereto. The Director of Internal Services shall keep an accurate record of the cost of such work.
Any lien for the cost incurred by the County in securing a building or structure from unlawful entry shall be subordinate to any mortgage, trust deed or other lien of any person who received no notice pursuant to either Section 9801 or Section 9807.
Nothing in this Chapter shall be deemed to preclude, prohibit or restrict the Building Official from securing the prompt demolition or repair of buildings found to be substandard or unsafe under other provisions of the Code.
Whenever the conditions described in Section 9801 constitute such an immediate hazard that access to the building or structure must be limited or closed forthwith or within less than the designated period and either the Sheriff or the Chief of the Fire Department so finds and so notifies the Building Official, he or she shall limit access to such building through the Director of the Internal Services Department (as provided in Section 9810) or by contract, or otherwise, after giving such notice to the record owner or the person in charge, or both as the circumstances will permit or without any notice whatever when, in the opinion of the Sheriff or Chief of the Fire Department, immediate action is necessary.
The provisions of this Chapter providing for hearings shall apply to any person having any right, title or interest in any building secured pursuant to Section 9813. Such person may request a hearing as to the necessity and reasonable cost of the work performed pursuant to Section 9813 within 10 days after the building is secured or within 10 days after receiving notice of such work.
For the purposes of this Chapter, and in addition to the definitions set forth in the previous Chapters of this Code, certain terms, phrases and words and their derivatives shall be defined as set out in this Section. Words used in the singular include the plural and vice versa.
Substandard building conditions shall include, but are not limited to, the following.
Any one or more of the following conditions shall constitute substandard property.
1. Constituting unsightly appearance, or
2. Dangerous to public safety and welfare, or
3. Detrimental to nearby property or property values.
1. Abandoned and broken equipment, or
2. Neglected machinery.
1. To spite neighbors, or
2. To influence zone changes, granting of exceptions or special-use permits, or
3. To cause detrimental effect upon nearby property or property values.
1. Lumber, junk, trash or debris,
2. Abandoned, discarded or unused objects of equipment such as automobiles, furniture, stoves, refrigerators, freezers, cans or containers,
3. Stagnant water, or excavations, or
4. Any device, decoration, design, fence, structure, clothesline or vegetation which is unsightly by reason of its condition or its inappropriate location.
In order to hear appeals provided for in Chapter 98 and in this Chapter, there shall be and is hereby created a Building Rehabilitation Appeals Board consisting of five members who are qualified to pass on matters pertaining to substandard buildings and property. The members of the Board shall be appointed by and hold office at the pleasure of the Board of Supervisors and may recommend such new legislation as deemed necessary. The Board shall adopt reasonable rules and regulations for conducting its investigations. The Building Official shall be an ex officio nonvoting member and act as secretary. The Building Official shall keep a record of all proceedings and notify all parties concerned of the findings and decisions of the Board.
Every member of the Board of Appeals (created by Section 105) is an ex officio alternate member of the Building Rehabilitation Appeals Board and may serve in the place and stead of any regular member of the Building Rehabilitation Appeals Board who is absent from any meeting and, at such meeting, shall be deemed to be a regular member of the Building Rehabilitation Appeals Board
Whenever the Building Official determines by inspection that any existing building or portion thereof is substandard or any lot or other premises is substandard, or both, as defined in this Chapter, such building or premises, or both, are hereby declared a public nuisance, and the Building Official shall order the abatement of the nuisance by demolition, repair or rehabilitation of the substandard building or portion thereof or, at the option of the party concerned, by demolition or demolishment thereof. The order also may require that the building be vacated. If the premises are substandard, the Building Official also may order that the substandard conditions be removed.
When the Building Official has so found, in addition to any notices hereafter required by this Chapter, the Building Official may give to the occupants of the substandard property, and to any other person whom he or she deems should be so notified, information concerning the provisions of this Chapter, any violation thereof, how the person notified may comply and any other information deemed expedient. The Building Official may post such information on the substandard property or on the substandard building.
If, in the opinion of the Building Official, a building is found to be substandard as defined in this Chapter, the Building Official shall give to the party concerned written notice stating the defects thereof.
The notice may require the owner or person in charge of the building or premises to complete the required repairs, improvements, demolition or removal of the building or portions thereof within 30 days, or such other time limit as the Building Official may stipulate. Such notice may also require the building, or portion thereof, to be vacated and not reoccupied until the required repairs and improvements are completed, inspected, and approved by the Building Official. A person notified to vacate a substandard building by the Building Official shall vacate within the time specified in the order.
If, in the opinion of the Building Official, property is found to be substandard property as defined in this Chapter, the Building Official shall give to the party concerned written notice stating the conditions which make the property substandard.
The notice may require the owner or person in charge of the premises to remove within 30 days, or other time limit which the Building Official may stipulate, the conditions which cause the property to be substandard. If, in order to comply with such notice, it isnecessary to remove any vehicle or any part thereof, such notice shall include a description of such vehicle and the correct identification number and license number, if available at the site.
A notice of substandard property and of a substandard building on such property may be combined into one notice.
Proper service of a notice provided for in Sections 9910, 9911 and 9912 shall be by personal service or by registered or certified mail upon every party concerned, by posting on the substandard building, if any, and upon the substandard property, if any, a copy of the notice. It shall be deemed a reasonable effort has been made to serve such notice when registered or certified letters have been mailed to the address of the interested party as shown on the official record. When an address is not so listed or contact cannot be made at the listed address, the service shall be by posting on the substandard building, if any, otherwise upon the substandard property, a copy of the notice.
The designated period within which the owner or person in charge is required to comply with such notice shall begin as of the date the owner or person in charge receives such notice by personal service or registered or certified mail. If such notice is by posting, the designated period shall begin 10 days following the date of posting.
Failure of any owner, party concerned or other person to receive such notice shall not affect the validity of any proceedings taken hereunder.
If the Notice of Substandard Building or Property requires the repair or demolition of any building and if the demolition or other work necessary to remove the substandard conditions set forth in such notice is not completed within the time specified in such notice and the Building Official intends to directly proceed to demolish the substandard building or portions thereof, or cause such other work to be done to the extent necessary to eliminate the hazard or other substandard conditions which have been found to exist and, by a document recorded in the office of the Department of Registrar-Recorder prior to the recordation of the Declaration of Substandard Building or Property, whether such document describes the property or not, it appears that a person other than a party concerned has any right, title, lien or interest in the property or any portion thereof, and such person has not previously been notified of the substandard building or property conditions or previously been served a copy of the Notice of Substandard Building orProperty and the address of such person is known to the Building Official or can be ascertained by the exercise of due diligence, the Building Official shall serve a copy of the Notice of Substandard Building or Property on such person as provided in this Chapter. Such person may request a hearing before the Building Rehabilitation Appeals Board. The request must be made in writing to the Board within 10 days of the receipt of the copy of the notice of substandard building or property. If a Notice of Substandard Property does not require the repair or demolition of any building, no notice need be given to any person other than a party concerned.
The Building Official may file with the Department of Registrar-Recorder a declaration that a substandard building or substandard property or both have been inspected and found to be such, as defined in this Chapter, and that all parties concerned have been or will be so notified. The costs incurred by the Building Official in the investigation of such properties and the processing of the declaration and notification of concerned parties shall be as specified in Table No. 99-A. After the Building Official finds that the public nuisance had been abated and either that such abatement has been accomplished at no cost to the County, or that such costs have been placed upon the tax rolls as a special assessment pursuant to Section 25845 of the Government Code, or when the Building Official's jurisdiction has been prompted by government acquisition of the property, the Building Official shall record in the Department of Registrar-Recorder a document terminating the above declaration.
The Building Official may cause to be posted at such substandard building or property a notice of substandard building or property and/or a sign to read: SUBSTANDARD BUILDING, DO NOT ENTER OR DAMAGE, BY ORDER OF THE DEPARTMENT OF PUBLIC WORKS, BUILDING AND SAFETY/LAND DEVELOPMENT DIVISION, COUNTY OF LOS ANGELES. Such sign may contain such additional information and warnings as in the opinion of the Building Official are expedient. Such notice or sign shall remain posted until the required repairs, demolition, removal, barricading or property cleanup are completed. Such notice or sign shall not be removed without permission of the Building Official and if the substandard building has been ordered vacated, no person shall enter except for the purpose of making the required repairs or of demolishing the substandard building.
The Building Rehabilitation Appeals Board shall hold a hearing and consider all competent evidence offered by any person pertaining to the matters set forth in the report of the Building Official.
The Building Rehabilitation Appeals Board shall make written findings of fact as to whether or not the building or property is a substandard building or substandard property as defined in this Chapter.
If neither the Building Official nor any other person requests a hearing and the substandard condition as set forth in the Notice of Substandard Building or Property is not completed within the time specified in such notice, the Building Official may demolish such portions of the structures, or may cause such other work to be done to the extent necessary to eliminate the hazards and other substandard conditions which had been found to exist.
If either the Building Official, or any other person, requests a hearing within the proper time as provided in Section 9917 of this Code, the Building Rehabilitation Appeals Board shall hold such hearing. Not less than 10 days prior to the hearing the Building Official shall serve or cause to be served either in the manner required by law for the service of summons or by first class mail, postage prepaid, a copy of the Notice of Hearing upon every person to whom this Chapter requires that the Notice of Substandard Building or Substandard Property be served
The notice of hearing shall state:
1. The street address and a legal description sufficient for identification of the premises which is substandard or upon which the building is located.
2. The conditions because of which the Building Official believed that the building or property is substandard.
3. The date, hour and place of the hearing.
The Building Official shall post one copy of the notice of hearing in a conspicuous place on the substandard building involved, if any, otherwise on the substandard property, not less than 10 days prior to the hearing.
The order shall state a reasonable time within which the work shall be completed which shall not be less than 10 days after the service of this order. The Board, for good cause, may extend the time for completion in writing.
Any person having the legal right to do so may repair or demolish a substandard building or do any other work required to remove the substandard conditions at any time prior to the time when the County does so, but if such person does such work after the time specified in the Notice of Substandard Building or Substandard Property if no hearing was requested, otherwise, after the time specified in the last order of the Building Rehabilitation Appeals Board, all costs incurred by the County in preparation for the doing of such work are chargeable to the property and shall be collected as provided in Section 9928 and Section 9929.
If such work is completed after the Building Official or purchasing agent has awarded a contract for such work, the contractor shall receive the Contract Cancellation Fee as specified in Table 99-A, for the Building Official's overhead and incidental expenses, unless specifically excluded by contract, and said fee plus the amount specified in Section 9927shall be the costs incurred by the County. If such work is completed before the Building Official or purchasing agent has awarded a contract, the amount specified in Section 9927 shall be the costs incurred by the County.
The costs involved in the demolition or other work by the Building Official, including, in addition to other costs, the applicable processing costs as set forth in Table 99-A, shall become a special assessment against the property.
The Building Official shall notify, in writing, all parties concerned and all persons notified pursuant to Section 9914, 9917, or 9926 of the amount of such assessment resulting from such work. Within five days of the receipt of such notice any such party concerned and any other person having any right, title, or interest in the property or part thereof may file with the Building Official a written request for a hearing on the correctness or reasonableness, or both, of such assessment.
Any such person who did not receive a notice pursuant to Section 9910, Section 9911, Section 9914 or Section 9920, and who has not had a hearing on the necessity of the demolition or other work, in such request for hearing also may ask that such necessity be reviewed. The Building Rehabilitation Appeals Board thereupon shall set the matter for hearing, give such person notice thereof as provided in Section 9914, hold such hearing and determine the reasonableness or correctness of the assessment, or both, and if requested, the necessity of the demolition or other work. The Building Rehabilitation Appeals Board shall notify all such persons of its decision in writing.
If the total assessment determined as provided for in this Section is not paid in full within 10 days after mailing of such notice by the Building Official, the Building Official shall place such charge as a special assessment on the tax bill for the property pursuant to Section 25845 of the Government Code.
The assessment shall be collected at the time and in the same manner as ordinary County taxes are collected, and shall be subject to the same penalties and the same procedure and sale in case of delinquency as provided for ordinary County taxes. All laws applicable to the levy, collection and enforcement of County taxes shall be applicable to such special assessment.
If a building is demolished or necessary work done by the County pursuant to the provisions of this Chapter, the value of any salvage resulting from such demolition or other work may be applied to the cost of such work as follows:
1. If the County enters into a contract with a private contractor, the County may provide in such contract that as a part of the consideration for the services rendered, the contractor shall take title to such salvage.
2. If the contract does not so provide or if the County does the work without such a contract, the County may take title to such salvage and credit the reasonable value thereof on the costs incurred by the County. In any hearing pursuant to this Section to
determine the reasonable cost of doing the work, the Building Rehabilitation Appeals Board also may determine the reasonable value, if any, of such salvage.
This Section is permissive only and does not require that the value of such salvage be applied to the cost of the work.
A person shall not obstruct, impede or interfere with the Building Official or any representative of the Building Official, or with any person who owns or holds any interest or estate in a substandard building which has been ordered by the Building Official or by the Building Rehabilitation Appeals Board to be barricaded, repaired, vacated and repaired or vacated and demolished or removed, or in any substandard property whenever the Building Official or such owner is engaged in barricading, repairing, vacating and repairing, or demolishing any such substandard building or removing any substandard conditions, pursuant to this Chapter, or in the performance of any necessary act preliminary to or incidental to such work, or authorized or directed pursuant hereto.
In case the owner shall fail, neglect or refuse to comply with the directions in the Notice of Substandard Building or Substandard Property (if neither the owner nor any other person requests a hearing) or with any order of the Building Rehabilitation Appeals Board, the owner shall be guilty of a misdemeanor and the Building Official may cause such owner of the building or property to be prosecuted as a violator of this Code.
The provisions of this Chapter shall not in any manner limit or restrict the County or the District Attorney from enforcing County Ordinances or abating public nuisances in any other manner provided by law.
1. Completely enclosed within a building in a lawful manner where it is not visible from the street, highway or other public or private property, or
2. Stored or parked in a lawful manner on private property in connection with the business of a licensed dismantler, licensed vehicle dealer or junkyard. This exception does not authorize the maintenance of a public or private nuisance.
SERVICE FEE
Investigation and processing $222.20
Preparation of job specifications 297.30
Board of Supervisors or City Council approval 150.90
Contract cancellation 155.10
Contract performance inspection 118.80
Billing 88.70
Record special assessment 88.70
Filing of special assessment 150.40
*Fee changes in this table were made by the Director of Public Works due to increases in the Consumer Price Index and are effective July 1, 1998.
Worst-case noise levels, either existing or future, shall be used as the basis for determining compliance with this section. Future noise levels shall be predicted for a period of at least 10 years from the time of building permit application.
Alterations or additions to all noise sensitive structures, within the 65db and greater CNEL shall comply with the Section 1208. If the addition or alternation cost exceeds 75% of the replacement cost of the existing structure, then the entire structure must comply with Section 1208.
For public-use airports or heliports, the Ldn or CNEL shall be determined from the airport land use plan Aircraft Noise Impact Area Map prepared by the Airport Authority county where in the airport is located. For military bases, the Ldn shall be determined from the facility Air Installation Compatible Use Zone (AICUZ) plan. For all other airports or heliports, or public-use airports or heliports for which a land-use plan has not been developed, the Ldn or CNEL shall be determined from the noise element of the general plan of the local jurisdiction.
When aircraft noise is not the only significant source, noise levels from all sources shall be added to determine the composite site noise level.
If interior allowable noise levels are met by requiring that windows be unopenable or closed, the design for the structure must also specify a ventilation or air-conditioning system to provide a habitable interior environment. The ventilation system must not compromise the interior dwelling unit or guest room noise reduction.
Pursuant to California Health and Safety Code Sections 17958.5 and 17958.7, the Board of Supervisors hereby expressly finds that all of the changes, modifications and additions contained in this ordinance which are not administrative in nature are reasonably necessary because of local climatic, geological or topographical conditions in the County of Los Angeles as more particularly described in the table set forth below. Changes which are administrative in nature are also identified in the table below.
TABLE
CODE SECTION |
CONDITION |
EXPLANATION |
205 |
Administrative |
Editorial, redefined elsewhere in this Code |
207 |
Administrative |
Editorial clarification of the term "Fire Code" |
214 |
Administrative |
Editorial clarification of the term "Mechanical Code" |
215 |
Administrative |
Add definition of term consistent with Federal Clean Water Act |
310.4 |
Administrative |
Clarification of related Section numbers |
904.2.2 |
Climatic |
For local drought and fire conditions |
1009 |
Administrative |
Clarification of related Section numbers |
1402.4 |
Geological Climatic |
Combination of unusually wet winter and soil conditions
|
Table 15-A |
Climatic
|
For local drought and fire conditions
|
Table 15-D-1 |
Geological
|
For local seismic conditions
|
Table 15-D-2 |
Geological
|
For local seismic conditions
|
1629.4.2 |
Geological |
For local seismic conditions |
1630.8.2.2 |
Geological |
For local seismic conditions |
1633.2.9 Item 4 |
Geological |
For local seismic conditions |
1633.2.9 |
Geological |
For local seismic conditions |
Table 16-N |
Geological |
For local seismic conditions |
1701.5 |
Geological |
For local seismic conditions |
1703 |
Geological |
For local seismic conditions |
1804.3 Item 4 |
Geological |
For local seismic conditions |
1804.4 |
Geological |
For local expansive soil and seismic conditions |
1806.1 |
Geological
|
For local soil and seismic conditions
|
1806.6.1 |
Geological
|
For local seismic conditions
|
Figure 18-I-1 |
Geological |
For local soil conditions |
1921 |
Administrative |
Editorial revision |
1921.2.1.7 |
Administrative |
Editorial revision |
1921.6.6.3 |
Administrative |
Clarification of related Section numbers |
1921.6.6.5 |
Administrative |
Clarification of related Section numbers |
1921.7.2.3 |
Geological |
For local seismic conditions |
2104.6.2 |
Geological |
For local seismic conditions |
Chapter 22 |
Geological |
For local seismic conditions |
2204 |
Geological |
For local seismic conditions |
2307 |
Geological |
For local seismic conditions |
2315.1 |
Geological |
For local seismic conditions |
2315.3.3 |
Geological |
For local seismic conditions |
2315.5.5 |
Geological |
For local seismic conditions |
2315.5.6 |
Geological |
For local seismic conditions |
2315.5.7 |
Geological |
For local seismic conditions |
2315.6 |
Geological |
For local seismic conditions |
2320.1 |
Geological |
For local seismic conditions |
2320.5.1 |
Geological |
For local seismic conditions |
2320.5.3 |
Geological |
For local seismic conditions |
2320.5.6 |
Geological |
For local seismic conditions |
2320.9.2 |
Geological |
For local seismic conditions |
2320.11.3 |
Geological |
For local seismic conditions |
2320.11.4 |
Geological |
For local seismic conditions |
Table 23-II-I-1 |
Geological |
For local seismic conditions |
Table 23-II-I-2 |
Geological |
For local seismic conditions |
Chapter 23 |
Geological |
For local seismic conditions |
Table 23-IV-C-1 |
Geological |
For local seismic conditions |
2513.4 |
Geological |
For local seismic conditions |
Table 25-I |
Geological |
For local seismic conditions |
3102.4.1 |
Geological |
For local seismic conditions |
3102.4.3 |
Geological |
For local seismic conditions |
3301.2 |
Administrative |
Clarification of appropriate Civil Code Section |
3403.6-3403.8 |
Geological |
For local seismic conditions |
Chapter 64 |
Climatic |
For local drought and fire conditions |
Chapter 65 |
Climatic
|
For local high wind conditions
|
Chapter 66 |
Climatic
|
For local wind and fire conditions
|
Chapter 67 |
Administrative |
Establish consistency with Los Angeles County Sheriffs' Department requirements |
Chapter 69 |
Geological |
For local soil and seismic conditions |
Chapter 70 |
Geological
|
For local soil and seismic conditions
|
Chapter 71 |
Climatic |
For local drought conditions |
Chapter 94 |
Geological |
For local seismic conditions |
Chapter 95 |
Geological |
For local seismic conditions |
Chapter 96 |
Geological |
For local seismic conditions |
Chapter 98 |
Topographical |
For local substandard conditions in urban and rural areas |
Chapter 99 |
Topographical |
For local substandard conditions in urban and rural areas |
