The 1988 State Building Code is amended by the addition of Chapter 88, Earthquake Hazard Reduction in Existing Buildings, Unreinforced Masonry Buildings, to read as follows:
"CHAPTER 88
"EARTHQUAKE HAZARD REDUCTION IN
EXISTING BUILDING
EXISTING BUILDING
"UNREINFORCED MASONRY BUILDINGS
"SECTION 8801. PURPOSE
"The purpose of this chapter is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on unreinforced masonry bearing wall buildings and multi-story in-fill unreinforced masonry buildings constructed prior to 1934. Such buildings have been widely recognized for sustaining life-hazardous damage, including partial or complete collapse during moderate to strong earthquakes.
"The provisions of this chapter are intended as minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury. Compliance with these standards will not necessarily prevent loss of life or injury or prevent earthquake damage to rehabilitated buildings. This chapter does not require alteration of existing electrical, plumbing, mechanical or fire safety systems unless they constitute a hazard to life or property as determined by the building official.
"This chapter provides systematic procedures and standards for identification and classification of unreinforced masonry bearing wall 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 finds deficiencies, this chapter requires the building to be strengthened or demolished.
"Qualified Historical Buildings shall comply with the State Historical Building Code (SHBC) established under Part 8, Title 24 of the California Administrative Code.
"SECTION 8802. SCOPE
"(a) GENERAL. The provisions of this chapter shall apply to all buildings constructed or under construction prior to 1934 or for which a building permit was issued prior to 1934, which on the effective date of this ordinance have unreinforced masonry bearing walls, frame buildings having unreinforced masonry in-fill bearing or non-bearing walls, unreinforced hollow clay tile bearing or non-bearing walls as defined herein.
"EXCEPTIONS: This chapter shall not apply to detached one- or two-family dwellings and detached apartment houses containing less than five (5) dwelling units and used solely for residential purposes.
"(b) ALTERATIONS OR ADDITIONS. All buildings which are subject to the provisions of this chapter may not be added to or structurally altered without complying in full with all provisions of this chapter for earthquake hazard reduction.
"EXCEPTIONS:
"1. Single-story buildings having an H/t of 13 or less.
"2. The Building Official may determine that the work is minor in nature and not require full seismic work.
"(c) HISTORICAL BUILDINGS. The provisions of Section 8805 apply to historical buildings except that a demolition order may be stayed provided:
"1. the building is vacated, and
"2. all utilities are disconnected, and
"3. the building has pedestrian protection installed as specified by Chapter 44, and
"4. the property owner has entered into an agreement with the Redevelopment Agency for restoration and seismic safety of the building.
"(d) EFFECTIVE DATES. The provisions of this chapter shall be in effect upon adoption by the City Council. Specific time frames for enforcement shall be established by City Council resolution.
"SECTION 8803. DEFINITIONS.
"For purposes of this chapter, the applicable definitions in Sections 2302 and 2312 of the 1988 State Building Code and the following shall apply. Whenever definitions are not included herein, commonly acceptable engineering terminology may be used.
"COMMON WALL: A wall which is common to two buildings and which provides vertical and/or lateral support for both.
"CROSSWALLS: Interior walls of masonry or wood frame construction with surface finish of wood lath or plaster, minimum 1/2-inch-thick gypsum wall board or solid horizontal wood sheathing. In order to be considered as a crosswall within the intent of this Chapter, the crosswalls shall be spaced at not more than 40 feet apart in each story, and shall be full-story height with a minimum length of one and one-half times the story height.
"ESSENTIAL BUILDING: Any building housing a hospital or other medical facility having surgery or emergency treatment areas; fire or police stations; municipal government disaster operation and communication centers.
"HIGH-RISK BUILDING: Any building, not classified as an essential building, having an occupant load of 100 or more, as determined by Section 3302(a).
"EXCEPTION: A high-risk building shall not include the following:
"1. Any building having exterior walls braced with masonry crosswalls or wood frame 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.
"HISTORICAL BUILDING: Any building designated as a historical building by an appropriate Federal, State, or City jurisdiction.
"LOW-RISK BUILDING: Any building, not classified as a high-risk building or an essential building, having an occupant load of less than 20 occupants as determined by Section 3302(a).
"MEDIUM-RISK BUILDING: Any building, not classified as a high-risk building or an essential building, having an occupant load of 20 occupants or more as determined by Section 3302(a).
"UNREINFORCED MASONRY BEARING WALL: A masonry wall having the following characteristics:
"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 by Section 2407(h) of the Uniform Building Code.
"SECTION 8804. RATING CLASSIFICATIONS
"The rating classifications shown in Table No. 88-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 3302(a) shall be used to determine the rating classification.
"EXCEPTION: For the purpose of this chapter, portions of buildings constructed to act independently when resisting seismic forces may be placed in separate rating classifications.
"SECTION 8805. GENERAL REQUIREMENTS
"The owner of each building within the scope of this chapter shall cause a structural analysis of the building to be made by a civil or structural engineer or architect licensed by the State of California. If the building does not meet the minimum earthquake standards specified in this chapter, the owner shall either cause it to be structurally altered to conform to such standards; or 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 to the Building Official for review a method for mitigating earthquake hazards within the time limits as established by City Council resolution.
"After plans are submitted and approved by the Building Official, the owner shall obtain a building permit, commence and complete the required construction or demolition within the time limits established by City Council resolution. These time limits shall begin to run from the date the order is served in accordance with Section 8806(a) and (b).
"For other than unreinforced masonry bearing walls, the Building Official may accept commonly recognized standards promulgated by the International Conference of Building Officials, Seismic Safety Commission, Structural Engineer's Association of California or other similar organization.
"Note: Prior to the start of any construction, a preconstruction inspection must be performed by a building inspector from the City of Fullerton.
"SECTION 8806. ADMINISTRATION
"(a) Service of Order. The Building Official shall issue an order, as provided in Section 8806(b), to the owner of each building within the scope of this chapter in accordance with the minimum time periods for service of such orders as set forth in City Council resolution. Upon receipt of a written request from the owner, the building official shall order a building to comply prior to the normal service date for such building set forth in this section.
"(b) Contents of Order. The order shall be in writing and shall be served either personally or by certified or registered mail upon the owner as shown on the last equalized assessment, and upon the person, if any, in apparent charge or control of the building. The order shall specify that the building has been determined by the Building Official to be within the scope of this chapter and, therefore, is required to meet the minimum seismic standards of this chapter. The order shall specify the rating classification of the building and time limits for compliance.
"(c) Appeal Form Order. The owner or person in charge or control of the building may appeal to the Planning Commission acting as the Board of Appeals the building official's initial determination that the building is within the scope of this chapter. Such appeal shall be filed with the Board within 60 days from the service date of the order described in Section 8806(b). Any such appeal shall be decided by the Board no later than 60 days after the date that the appeal is filed. Such appeal shall be made in writing upon appropriate forms provided therefor, by the Building Official and the grounds thereof shall be stated clearly and concisely.
"Each appeal shall be accompanied by a filing fee as established by City Council resolution.
"Appeals or requests for slight modifications from any other determinations, orders or actions by the Building Official pursuant to this chapter, shall be made in accordance with the normal appeal procedures established in this code.
"(d) Recordation. At the time that the aforementioned order is served, the Building Official shall file with the office of the County Recorder a certificate stating that the subject building is within the scope of Chapter 88 - Earthquake Hazard Reduction in Existing Buildings. The certificate shall also state that the owner thereof has been ordered to structurally analyze the building and to structurally alter or demolish it where it is not found to comply with Chapter 88.
"If the building is found not to be within the scope of this chapter, or as a result of structural alterations or an analysis is found to be structurally capable of resisting minimum seismic forces required by this chapter; or is demolished; the Building Official 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 88 - Earthquake Hazard Reduction in Existing Buildings.
"(e) Enforcement. If the owner or other person in charge or control of the subject building fails to comply with any order issued by the Building Official pursuant to this chapter within any of the time limits set forth in City Council resolution, the Building Official shall order the entire building vacated and remain vacated until such order has been complied with. If compliance with such order has not been accomplished within 90 days after the date the building has been ordered vacated, or by such additional time as may have been granted by (the Appeals Board), the Building Official may order demolition of the building in accordance with the Uniform Code for the Abatement of Dangerous Buildings.
"SECTION 8807. ANALYSIS AND DESIGN
"(a) General. Every structure within the scope of this Division shall be analyzed and reinforced to resist minimum total lateral seismic forces assumed to act nonconcurrently in the direction of each of the main axes of the structure in accordance with the following equation:
V -- ZIKCSW (88-1)
"The value of IKCS need not exceed the values set forth in Table No. 88-D based on the applicable rating classification of the building.
"(b) Lateral Forces on Elements of Structures. Part of portions of structures shall be analyzed and designed for lateral loads in accordance with Subsections 8807(a) and 2312(e) of the Uniform Building Code but not less than the value from the following equation:
Fp -- ZICp SWp (88-2)
"For the provisions of this subsection, the product of IS need not exceed the values as set forth in Table No. 88-E.
"EXCEPTION: Unreinforced masonry walls in building not having a rating classification of I may be analyzed in accordance with Section 8808.
"The value of Cp need not exceed the values set forth in Table 88-F.
"(c) Anchorage and Interconnection. Anchorage and interconnection of all parts, portions and elements of the structure shall be analyzed and designed for lateral forces in accordance with Table No. 88-F of this code and the equation Fp -- ZICp SWp as modified by Table No. 88-E. Minimum anchorage of masonry walls to each floor or roof shall resist a minimum force of 200 pounds per linear foot acting normal to the wall at the level of the floor or roof.
"(d) Level of Required Repair. Alterations and repairs required to meet the provisions of this chapter shall comply with all other applicable requirements of the Uniform Building Code unless otherwise specifically provided for in this chapter.
"(e) Required Analysis.
"1. General. Except as modified herein, the analysis and design relating to the structural alteration of existing structures within the scope of this chapter shall be in accordance with the analysis specified in Chapter 23 of the Uniform Building Code.
"2. Continuous Stress Path. A complete, continuous stress path from every part or portion of the structure to the ground shall be provided for the required horizontal forces. A written description of the load paths shall be provided as a part of the document provided for the building department review.
"3. Positive Connections. All parts, portions or elements of the structure shall be interconnected by positive means.
"(f) Analysis Procedure.
"1. General. Stresses in materials and existing construction utilized to transfer seismic forces from the ground to parts or portions of the structure shall conform to those permitted by the Uniform Building Code and those materials and types of construction specified in Section 8808.
"2. Connections. Materials and connectors used for interconnection of parts and portions of the structure shall conform to the Uniform Building Code. Nails may be used as part of an approved connector.
"3. Unreinforced Masonry Walls. Except as modified herein, unreinforced masonry wall shall be analyzed as specified in Sections 2406, 2407 and 2408 to withstand all vertical loads as specified in Chapter 23 of the Uniform Building Code in addition to the seismic forces required by this chapter. The 50 percent increase in the seismic force factor for shear walls as specified in Section 2407(h)4F of the Uniform Building Code may be omitted in the computation of seismic loads to existing shear walls.
"No allowable tension stress will 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.
"EXCEPTIONS:
"1. Unreinforced masonry walls in buildings not classified as a Rating Classification I pursuant to Table No. 88-A may be analyzed in accordance with Section 8808.
"2. An unreinforced masonry wall which carries no design loads other than its own weight and has an H/t ratio not exceeding the limitation in Table 88-G may be considered as veneer if it is adequately anchored to the new supporting elements.
"(g) Combination of Vertical and Seismic Forces.
"1. New Materials. All new materials introduced into the structure to meet the requirements of this section which are subjected to combined vertical and horizontal forces shall comply with Section 2303(f).
"2. Existing Materials. When stresses in existing lateral force resisting elements are due to a combination of dead loads plus live loads plus seismic loads, the allowable working stress specified in the Uniform Building Code may be increased 100 percent. However, no increase will be permitted in the stresses allowed in Section 8808, and the stress in members due only to seismic and dead loads shall not exceed the values permitted by Section 2303(d) of the Uniform Building Code.
"3. Allowable Reduction of Bending Stress by Vertical Load. In calculating tensile fiber stress due to seismic forces required by this chapter, the maximum tensile fiber stress may be reduced by the full direct stress due to vertical dead loads.
"SECTION 8808. MATERIALS OF CONSTRUCTION
"(a) General. All materials permitted by the currently-adopted edition of the Uniform Building Code including the appropriate allowable stresses and those existing configurations of materials specified herein may be utilized to meet the requirements of this Chapter.
"(b) Existing Materials.
"1. Unreinforced Masonry Walls. Unreinforced masonry walls analyzed in accordance with this Section may provide vertical support for roof and floor construction and resistance to lateral loads. The facing and backing of such walls shall be bonded so that not less than 4 percent of the exposed face area is composed of solid headers extending not less than 4 inches into the backing. The distance between adjacent full-length headers shall not exceed 24 inch vertically or horizontally. Where the backing consists of two or more wythes the header shall extend not less than 4 inches into the most distant wythe, or the backing wythes shall be bonded together with separate headers whose area and spacing conform to the foregoing.
"Tension stresses due to seismic forces normal to the wall may be neglected if the walls do not exceed the height to thickness ratio in Table No. 88-E and the in-plane shear stresses due to seismic loads as set forth in Table No. 88-H.
"If the wall height-thickness ratio exceeds the specified limits, the wall may be supported by vertical bracing members designed in accordance with Section 8807. The deflection of such bracing member at design loads shall not exceed one-tenth of the wall thickness.
"EXCEPTION: The wall may be supported by flexible vertical bracing members designed in accordance with Section 8807(b) if the deflection at design loads is not less than one-quarter nor more than one-third 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 ten feet whichever is less.
"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 four feet. Bracing elements shall be detailed to minimize the horizontal displacement of the wall by components of vertical displacements of the floor or roof.
"2. Existing Roof, Floors, Walls, Footings and Wood Framing. Existing materials including wood shear walls utilized in the described configuration may be used as part of the lateral load resisting system, provided that the stresses in these materials do not exceed the values shown in Table No. 88-F.
"(c) Strengthening of Existing Materials. New materials including wood shear walls may be utilized to strengthen portions of the existing seismic resisting system in the described configurations provided that the stresses do not exceed the values shown in Table No. 88-G.
"(d) Alternate Materials. Alternate materials, designs and methods of construction may be approved by the Building Official in accordance with the provisions of the Uniform Building Code.
"(e) Minimum Acceptable Quality of Existing Unreinforced Masonry Walls.
"1. General Provisions. All unreinforced masonry walls utilized to carry vertical loads and seismic forces parallel and perpendicular to the wall plane shall be tested as specified in this subsection. All masonry quality shall equal or exceed the minimum standards established herein or shall be removed and replaced by new materials. Alternate methods of testing may be approved by the Building Official. The quality of mortar in all masonry walls shall be determined by performing in-place shear tests or by testing eight-inch diameter cores. Alternative methods of testing may be approved by the Building Official. Nothing shall prevent pointing with mortar of all masonry wall joints before the tests are first made. Prior to any pointing the mortarjoints must be raked and cleaned to remove loose and deteriorated mortar. Mortar for pointing shall be Type S or N except that masonry cements shall not be used. All preparation and mortar pointing shall be done under the continuous inspection of a Registered Deputy Building Inspector. At the conclusion of the inspection, the Inspector shall submit a written report to the licensed engineer and/or architect responsible for the seismic analysis of the building setting forth the result of the work inspected. Such report shall be submitted to the Building Official for approval as part of the structural analysis. All testing shall be performed in accordance with the requirements specified in this subsection by a testing agency approved by the Building Official. An accurate record shall be kept of all such tests and of their locations in the building, and these results shall be submitted to the Building Official for approval as part of the structural analysis.
"2. Number and Location of Tests. The minimum number of tests shall be two per wall or line of wall elements resisting a common force; or 1 per 1,500 square feet of wall surfaced, with a minimum of eight tests in any case. The exact test or core location shall be determined at the building site by the licensed engineer or architect responsible for the seismic analysis of the subject building.
"3. In-Place Shear Test. The bad joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in that wythe. The opposite head joint of the brick to be tested shall be removed and cleaned prior to testing. The minimum quality mortar in 80 percent of the shear tests shall not be less than the total of 30 psi plus the axial stress in the wall at the point of the test. The shear stress shall be based on the gross area of both bed joints and shall be that at which movement of the brick is first observed. Test locations shall not be above or below any opening within unsupported height of the wall.
"4. Core Tests. A minimum number of mortar test specimens equal to the number of required cores shall be prepared from the cores and tested as specified herein. The mortar point of the outer wythe of the masonry core shall be tested in shear by placing the circular core section in a compression testing machine with the mortar bed joint rotated 15 degrees from the axis of the applied load. The mortar joint tested in shear shall have an average ultimate stress of 20 psi based on the gross area. The average shall be obtained from the total number of cores made. If test specimens cannot be made from cores taken, then the shear value shall be reported as zero.
"(f) Testing of Shear Bolts. One-fourth of all new shear bolts and dowel embedded in unreinforced masonry walls shall be tested by a Registered Deputy Building Inspector using a calibrated torque wrench to the following minimum torques:
1/2" diameter bolts or dowels - 40 foot-lbs.
5/8" diameter bolts or dowels - 50 foot-lbs.
3/4" diameter bolts or dowels - 60 foot-lbs.
"No bolts exceeding 3/4" shall be used. All nuts shall be installed over malleable iron or plate washers when bearing on wood and heavy cut washers when bearing on steel.
"(g) Determination of Allowable Stresses for Design Methods Based on Test Results.
"1. Design Shear Values. Design seismic in-plane shear stresses shall be substantiated by tests performed as specified in Section 8808(e) 3 and 4.
"Design stresses shall be related to test results obtained in accordance with Table No. 88-H. Intermediate values between 3 and 10 psi may be interpolated.
"2. Design Compression and Tension Values. Design compression stresses for unreinforced masonry having a minimum design shear value of 3 psi shall not exceed 100 psi. Design tension values for unreinforced masonry shall not be permitted.
"(h) Twenty-five percent of the existing rod anchors utilized as all or part of the required wall anchors shall be tested in pullout by an approved testing laboratory. The minimum number tested shall be four per floor, with two tests at walls with joists parallel to the wall. The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. The rod anchor shall be given a preload of 300 lbs. prior to establishing a datum for recording elongation. The tension test load reported shall be recorded at one-eighth inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be reported. The report shall include the test results as related to the wall thickness and joist orientation. The allowable resistance value of the existing anchors shall be 40 percent of the average of those tested anchors having the same wall thickness and joist orientation. If more than five percent of the rod anchors tested fail, all must be tested.
"(i) Qualification test for devices used for wall anchorage shall be tested with the entire tension load carried on the enlarged head at the exterior face of the wall. Bond on the part of the device between the enlarged head and the interior wall face shall be eliminated for the qualification tests. The resistance value assigned the device shall be 20 percent of the average of the ultimate loads.
"SECTION 8809. INFORMATION REQUIRED ON PLANS
"(a) General. In addition to the seismic analysis required elsewhere in this Chapter, the licensed engineer or architect responsible for the seismic analysis of the building shall determine and record the information required by this Section on the approved plans.
"(b) Construction Details. The following requirements with appropriate construction details shall be made part of the approved plans:
"1. All unreinforced masonry walls shall be anchored at the roof level by tension bolts through the wall as specified in Table 88-G, or by approved equivalent at a maximum anchor spacing of four feet.
"All unreinforced masonry walls shall be anchored at all floors with tension bolts through the wall, by existing rod anchors or by approved equivalent at the maximum anchor spacing of four feet. All existing rod anchors shall be secured to the joists to develop the required forces, the method of which is to be designed and detailed for review by the City of Fullerton Building Department. 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 8808(h).
"When access to the exterior face of the masonry wall is prevented by proximity of an existing building, wall anchors conforming to Items 5 and 6 in Table No. 88-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 8808(i).
"2. Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or by addition of new materials.
"3. Where trusses and beams other than rafters, joists, or trusses spaced at 32 inches on center or less are supported on masonry, ledgers, columns, ports or beams shall be installed to support vertical loads of the roof or floor members.
"EXCEPTION: Where trusses or beams are not embedded in a wall and are supported by masonry piers which are row-locked into the masonry wall, no additional support is required when bearing and anchorage can be shown to be adequate.
"4. Parapets and exterior wall appendages not capable of resisting the forces specified in this chapter shall be removed, stabilized or braced to ensure that the parapets and appendages remain in their original position.
"The maximum height of an unbraced, unreinforced masonry parapet above the lower of either the level of tension anchors or roof sheathing, shall not exceed one and one-half times the thickness of the parapet wall. If the required parapet height exceeds this maximum height, a bracing system designed for the force factors specified in Table No. 88-C and Table No. 23-J for walls shall support the top of the parapet. Parapet corrective work must be performed in conjunction with the installation of tension roof anchors.
"The minimum height of a parapet above the wall anchor shall be 12 inches.
"EXCEPTION: If a reinforced concrete beam is provided at the top of the wall, the minimum height above the wall anchor may be 6 inches.
"Whenever parapets are removed or altered, the minimum height of the parapet shall be in accordance with Section 1709. Materials used for an extension of the parapet above the masonry wall shall be as required for the fire resistivity of the exterior wall. The connection shall be designed to resist all lateral forces.
"5. All deteriorated mortar joints in unreinforced masonry walls shall be pointed with Type S or M mortar (Masonry cements shall not be used). Prior to any pointing, the wall surface must be raked and cleaned to remove loose and deteriorated mortar to a minimum depth of 1/2" from the face of the brick. All preparation and pointing shall be done under the continuous inspection of a Registered Deputy Building Inspector certified to inspect masonry. At the conclusion of the project, the inspector shall submit a written report to the Building Official setting forth the portion of work inspected. It should be noted that the presence of the Inspector in no way removes the standard inspection requirement of the City of Fullerton.
"6. Repair details shall be prepared for any cracked or damaged unreinforced masonry wall required to resist forces specified in this chapter.
"(c) Existing Construction. The following existing construction information shall be made part of the approved plans:
"1. The type and dimension 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, if any, which were performed in accordance with the Uniform Building 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 of unreinforced masonry walls requiring repairs.
"6. The type of interior wall surfaces and whether the points need pointing.
"7. The general condition of the mortar joints and whether the joints need pointing.
"TABLE NO. 88-A RATING CLASSIFICATIONS |
TYPE OF BUILDING | CLASSIFICATION |
Essential Building | I |
High-Risk Building | II |
Medium-Risk Building | III |
Low-Risk Building | IV |
"TABLE NO. 88-B HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION |
RATING CLASSIFICATION | IKCS |
I | 0.186 |
II | 0.133 |
III & IV | 0.100 |
"TABLE NO. 88-C HORIZONTAL FORCE FACTORS `IS' FOR PARTS OR PORTIONS OF STRUCTURES |
RATING CLASSIFICATION | IS |
I | 1.50 |
II | 1.00 |
III & IV | 0.75 |
"TABLE NO. 88-D HORIZONTAL FORCE FACTORS `Cp' FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES (1) |
Part or Portion of Buildings | Direction of Force | Value of Cp |
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 ten feet in height, masonry fences over six feet in height. | Normal to Flat Surface | 0.20 |
Cantilever parapet and other cantilever walls, except retaining walls. | Normal to Flat Surface | 1.00 |
Exterior and interior ornamentations and appendages. | Any Direction | 1.00 |
When connected to or a part of a building; towers, tanks, towers and tanks plus contents, racks over 8'-3" in height plus contents, chimneys, smokestacks, and penthouses. | Any Direction | 0.20 (2)(4) |
When connected to or a part of a building: Rigid and rigidly mounted equipment and machinery not required for continued operation of essential occupancies. (5) | Any Horizontal Direction | 0.20 (3) |
Tanks plus effective contents resting on the ground. | Any Direction | 0.12 |
Floors and roofs acting as diaphragms. | In the plane of the diaphragm | 0.12 (6) |
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 |
(1) See Section 8807(b) for use of Cp.
(2) When located in the upper portion of any building with h/D ratio of 5 to 1 or greater the value shall be increased by 50%.
(3) For 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.
(4) The 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 levels below the top two levels.
(5) The 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 (see Section 2312(k)).
(6) Floors and roofs acting as diaphragms shall be designed for a minimum force resulting from a Cp of .12 applied to Wp unless a greater force results from the distribution of lateral forces in accordance with Section 2312(e).
"TABLE NO. 88-E ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR (1) (2) |
BY SECTION 8803 | BUILDING WITH CROSSWALLS AS BUILDINGS | ALL OTHER BUILDINGS |
Walls of One Story Buildings | 16 | 13 |
First Story Wall of Multi-Story Buildings | 16 | 15 |
Walls in Top Story of Multi-Story Buildings | 14 | 9 |
All other Walls | 16 | 13 |
(1) Minimum quality mortar shall be determined by laboratory testing in accordance with Section 8808(e).
(2) Table 88-G is not applicable to buildings of rating classification I. Walls of buildings within rating classification I shall be analyzed in accordance with Section 8807(f).
"TABLE NO. 88-F VALUES FOR EXISTING MATERIALS |
EXISTING MATERIALS OR CONFIGURATION OF MATERIALS (1) | ALLOWABLE VALUES |
EXISTING MATERIALS OR CONFIGURATION OF MATERIALS (1) | ALLOWABLE VALUES |
1. HORIZONTAL DIAPHRAGMS | |
a. Roofs with straight sheathing and roofing applied directly to the sheathing. | 100 lbs. per foot for seismic shear. |
b. Roofs with diagonal sheathing and roofing applied directly to the sheathing. | 400 lbs. per foot for seismic shear. |
c. Floors with straight tongue and groove sheathing. | 150 lbs. per foot for seismic shear. |
d. Floors with straight sheathing and finished wood flooring. | 300 lbs. per foot for seismic shear. |
e. Floors with diagonal sheathing and finished wood flooring. | 450 lbs. per foot for seismic shear. |
f. Floors or roofs with straight sheathing and plaster applied to the joist or rafters. (2) | Add 50 lbs. per foot to the allowable value for Items 1a and 1c. |
2. SHEAR WALLS | |
Wood stud walls with lath and plaster. | 100 lbs. per foot each side for seismic shear. |
3. PLAIN CONCRETE FOOTINGS | f - 1,500 psi unless otherwise shown by tests. |
4. DOUGLAS FIR WOOD | Allowable stress Same as No. 1 D.F. (3) |
5. REINFORCING STEEL | f - 18,000 lbs. Per square inch maximum. (3) |
6. STRUCTURAL STEEL | F - 20,000 lbs. Per square inch 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 a manner approved by the Department.
(3) Stresses given may be increased for combinations of loads as specified in Section 8807(g)2.
"TABLE NO. 88-G ALLOWABLE VALUES OF NEW MATERIAL USED IN CONJUNCTION WITH EXISTING CONSTRUCTION |
NOTE: All tables that do not carry an 88 number are found in the Uniform Building Code, 1988 edition. |
NEW MATERIAL OR CONFIGURATION OF MATERIALS (1) | ALLOWABLE VALUES |
NEW MATERIAL OR CONFIGURATION OF MATERIALS (1) | ALLOWABLE VALUES |
1. HORIZONTAL DIAPHRAGMS | |
Plywood sheathing applied directly over existing straight 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 No. 25-J of Uniform Building 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 No. 25-K of the UBC for shear walls. |
b. Drywall or plaster applied directly over existing wood studs. | 50% of the values specified in Table No. 47-I of the UBC. |
c. Drywall or plaster applied to plywood sheathing over existing wood studs. | 33 1/3% of the values specified in Table No. 47-I of the UBC. |
3. SHEAR BOLTS | |
Shear bolts and shear dowels embedded a minimum of 8 inches into unreinforced masonry walls. Bolt centered in a 2 1/2 inch diameter hole with dry-pack or non-shrink grout around circumference of bolt or dowel. (1)(2)(3) | 100% of the values for solid masonry specified in Table No. 88-K. No value larger than those given for 3/4 inch 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 of area. (2)(3) | 1,200 lbs. per bolt or dowel. |
5. WALL ANCHORS (8809(b)1.) | |
a. Bolts extending to the exterior face of the wall with 2 1/2-inch round plate under the head. Installed as specified for shear bolts. Spaced not closer than 12 inches on centers. (1)(2)(3) | 600 lbs. per bolt. |
b. Bolts or dowels extending to the exterior face of the wall with a 2 1/2-inch round plate under the head and drill at an angle of 22 1/2 degrees to the horizontal installed as specified for shear bolts. (1)(2)(3) | 1,200 lbs. per bolt or dowel. |
6. INFILLED WALLS | |
Reinforced masonry infilled openings in existing unreinforced masonry walls with keys or dowels to match reinforcing. | Same as values specified for unreinforced masonry walls. |
7. REINFORCED MASONRY | |
Masonry piers and walls reinforced per Section 2407. | Same values as specified in Chapter 24 of the UBC. |
8. REINFORCED CONCRETE | |
Concrete footings, walls and piers reinforced as specified in Chapter 26 and designed for tributary loads. | Same values as specified in Chapter 26 of the UBC. |
9. EXISTING FOUNDATION 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% for dead load, and may be increased 50% for dead load plus seismic load required by this Chapter. |
NOTES:
(1) Bolts and dowels to be tested as specified in Section 8808(f).
(2) Bolts and dowels to be 1/2-inch minimum in diameter.
(3) Drilling for bolts and dowels shall be done with an electric rotary drill. Impact tools shall not be used for drilling holes or tightening anchor and shear bolt nuts.
"TABLE NO. 88-H ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS |
EIGHTY PERCENT OF TEST RESULTS IN PSI NOT LESS THAN: | AVERAGE TEST RESULTS OF CORES IN PSI: | SEISMIC IN-PLANE SHEAR BASED ON GROSS AREA(1): |
30 plus axial stress | 20 | 3 psi |
40 plus axial stress | 27 | 4 psi |
50 plus axial stress | 33 | 5 psi |
100 plus axial stress or more | 67 or more | 10 psi max. |
(1) Allowable shear stress may be increased by addition of 10% of the axial stress due to the weight of the wall directly above.
"TABLE NO. 88-I ALLOWABLE SHEAR ON ANCHOR BOLTS(1) FOR CLAY AND CONCRETE MASONRY |
DIAMETER (INCHES) | TOTAL EMBEDMENT(2) (INCHES) | ALLOWABLE SHEAR(3) (LBS.) |
1/4 | 4 | 270 |
3/8 | 4 | 410 |
1/2 | 4 | 550 |
5/8 | 4 | 750 |
3/4 | 5 | 1,100 |
7/8 | 6 | 1,500 |
1 | 7 | 1,850(4) |
1 1/8 | 8 | 2,250(4) |
(1) An anchor bolt is a bolt that has a right angle extension of at least three diameters. A standard machine bolt is acceptable.
(2) Of the total required embedment, a minimum of five bolt diameters must be perpendicular to the masonry surface.
(3) No reduction in values required for uninspected masonry.
(4) Applicable for units having a net area strength of 2,500 psi or more.
"GLOSSARY OF SYMBOLS AND NOTATIONS
"C -- Numerical coefficient as specified in Section 2312(d) of the UBC.
"Cp -- Numerical coefficient as specified in Section 2312(g) and as set forth in Table No. 23-J, both in the UBC.
"D -- The dimension of the structure, in fact, in a direction parallel to the applied forces.
"f
c -- Specified compressive strength of concrete, psi.
"Fp -- Lateral forces on a part of the structure and in the direction under consideration.
"f
t -- Allowable tensile stress, psi.
"h -- Height in feet above the base to level n.
"I -- Occupancy Importance Factor as set forth in Table 23-K.
"S -- Numerical coefficient for site-structure resonance.
"V -- The total lateral force or shear at the base.
"W -- The total dead load as defined in Section 2302 including the partition loading specified in Section 2304(d) where applicable. Both on UBC Sections.
"Wp -- The weight of a portion of a structure or nonstructural component.
"Z -- Numerical coefficient dependent upon the zone as determined by Figure No. 2, of Chapter 23 of the UBC. All areas in Fullerton are classified in Zone 4. For locations in Zone No. 4, z-100."
(Ord. 2884 § 3 (part), 1996; Ord. 2810 § 1 (part), 1992; Ord. 2772 §§ 1 -- 3, 1991; Ord. 2680, 1990).