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HomeMy WebLinkAboutAGENDA REPORT 1989 1206 CC REG ITEM 11IELOISE BROWN Mayor BERNARDO M. PEREZ Mayor Pro Tern CLINT HARPER, Ph. D. Councilmember PAUL LAWRASON Councilmember SCOTT MONTGOMERY Councilmember RICHARD T. HARE City Treasurer FROM: DATE: J ITEM / 1 MOORPARK ;03,a M E M O R A N D U M The Honorable City Council Patrick J. Richards, Director. of Community November 20, 1989 STEVEN KUENY City Manager CHERYL J. KANE City Attorney PATRICK RICHARDS, A.I.C.P. Director of Community Development R. DENNIS DELZEIT City Engineer JOHN V. GILLESPIE Chief of Police Development SUBJECT: ABATEMENT OF HAZARDOUS UNREINFORCED MASONRY BUILDINGS Senate Bill 547 (see Exhibit "1 ") requires mitigation of hazards associated with unreinforced masonry buildings in areas subject to earthquakes. Unreinforced masonry buildings have been identified in the City of Moorpark. A model ordinance is proposed which requires structural upgrade of this type of potentially hazardous structure. Back& ound Widespread concerns over earthquake safety caused the state legislature to pass SB547. This law requires every 1 <)cal jurisdiction in seismic zone 4 to identify all "potentially hazardous buildings" which are defined as buildings that contain walls constructed of brick or other masonry materials, and that are not reinforced. Such buildings, commonly called "unreinforced masonry buildings" do not withstand earthquakes well, and they have caused many injuries and deaths in large earthquakes. Senate Bill 547 requires that local j1irisdicLions accomplish three tasks prior to January 1, 1990: Task One: Identify all URM buildings that are potentially hazardous. Task Two: Develop and impleme,it a mitigation program to reduce the hazard. Task Three: Submit information i)ri potentially hazardous buildings and hazard mitigation programs to the Seismic Safety Commission. Task One Is complete. Staff has srrvoyed the City of Moorpark and identified certain buildings as potentially hazardous. Council. direction is sought in order to proceed will! Task Two; the development and implementation of a mitigation program. 799 Moorpark Avenue Moorpark, California 93021 (805) 529 -6864 Dr r%r7,� r%^r4 /r%r.7A /T T TO: The Honorable City Council FROM: Patrick J. Richards, Director. of Community Development DATE: November 20, 1989 SUBJECT: ABATEMENT OF HAZARDOUS UNREINFORCED MASONRY BUILDINGS Page -2- Exhibit "2" to this report is a summary of the completed survey of unreinforced buildings. A total of seven (7) buildings have been identified as partially or entirely unreinforced masonry and therefore potentially hazardous. The structures of greatest concern are a church and a theater which have high occupancy loads and are classified as high risk buildings. The inclusion of the church on this list is based upon an incomplete inspection. Staff continues to attempt to contact the responsible individuals in order to gain access and complete the inspection. If the owners of the church building fail to cooperate in the completion of the survey inspection then it is recommended that they be required to demonstrate the structural adequacy of the buildings under the provisions of the proposed ordinance. nicrnscinn The continued use of unreinforced masonry buildings constitutes a significant hazard to life safety. Mitigation of this hazard is necessary. The State of California Seismic Safety Commission has developed a model ordinance requiring earthquake hazard reduction in existing buildings. This model ordinance is included as Exhibit "3" to this report. Senate Bill 547 requires that the City develop and implement a mitigation program to reduce the hazard. SB547 does not mandate any particular mitigation program. Mitigation programs may involve a wide range of measures. The proposed ordinance is one approach which requires engineered structural upgrade of buildings in accordance with a risk classification system. Staff Recommended Action Direct staff to draft an ordinance based upon the State Seismic Safety Commission model ordinance requiring structural upgrade of unreinforced masonry buildings. MOORPARK, CALIFORNIA City Council Meeting of 1 ACTIO -A By IIr.nt, -c nnrr /nWd /D TO i Exhibit B The URM Law Senate Bill No. 547 EXHIBIT_____ CHAPTER 250 An act to add Chapter 12.2 (commencing with Section 8875) to Division 1 of Title 2 of the Government Code, relating to seismic safety, and making an appropriation therefor. I Approved by Governor July 2, 1986. Filed with Secretary of State July 3, 1986.1 LEGISLATIVE COUNSELS DIGEST SB 547, Alquist. Seismic safety. (1) Under existing law, the Seismic Safety Commission is charged with the duty of establishing programs for earthquake prediction and earthquake hazard mitigation and is required to prepare the California Earthquake Hazard Reduction Program in consultation with specified agencies and groups. This bill would require the commission to initiate a program of identifying potentially hazardous buildings, as defined, by requiring local building departments of cities and counties by January 1, 1990, to identify all those buildings within their jurisdiction, to establish a mitigation program, as specified, and to report to the commission. The bill would authorize local building departments to establish a schedule of fees to recover the costs of identifying potentially hazardous buildings and carrying out other requirements of the bill. The bill would require the commission to prepare an advisory report for local jurisdictions containing criteria and procedures, as specified, by September 1, 1987. The duties imposed on local governmental entities by this bill would be state - mandated local programs, except as specified. The bill would appropriate $150,000 to the commission for preparation of the advisory report. (2) The California Constitution requires the state to reimburse local agencies and school districts for certain costs mandated by the state. Statutory provisions establish procedures for making that reimbursement. This bill would provide that no reimbursement is required by this act for a specified reason. Appropriation: yes. The people of the .State of California do enact as follows: SECTION 1. (a) The Legislature recognizes that California is situated in a seismically active region with earthquake faults which subject large areas of the state to high seismic risk. The Legislature further recognizes that the existence and occupancy of potentially hazardous buildings constitute a severe threat to the public safety in Exhibit B (continued) The URM Law Ch. 250 - 2 - the event of an earthquake of moderate to high magnitude. (b) The Legislature additionally finds that the Seismic Safety Commission estimates that there may be more than 60,000 unreinforced masonry buildings constructed before 1933 which remain in use in this state. As part of an effort to protect the public health and safety, the Legislature declares the need to establish programs in the seismically active areas of the state to identify potentially hazardous buildings within local governmental jurisdictions. SEC. 2. Chapter 12.2 (commencing with Section 8875) is added to Division 1 of Title 2 of the Government Code, to read: CHAPTER 12.2 BUILDING EARTHQUAKE SAFETY 8875. Unless the context otherwise requires, the following definitions shall govern the construction of this chapter: (a) "Potentially hazardous building" means any building constructed prior to the adoption of local building codes requiring earthquake resistant design of buildings and constructed of unreinforced masonry wall construction. "Potentially hazardous building" includes all buildings of this type, including, but not limited to, public and private schools, theaters, places of public assembly, apartment buildings, hotels, motels, fire stations, police stations, and buildings housing emergency services, equipment, or supplies, such as government buildings, disaster relief centers, communications facilities, hospitals, blood banks, pharmaceutical supply warehouses• plants, and retail outlets. "Potentially hazardous building" does not include warehouses or similar structures not used for human habitation, except for warehouses or ,,tructures housing emergency services equipment or supplies. "Potentially hazardous building" does not include any building having five living units or less. "Potentially hazardous building" does not include, for purposes of subdivision (a) of Section 8877, any building which qualifies as "historical property" as determined by an appropriate governmental agency under Section 37602 of the Health and Safety Code. (b) "Local building department" means a department or agency of a city or county charged with the responsibility for the enforcement of local building codes. 8876. A program is hereby established within all cities, both general law and chartered, and all counties and portions thereof located within seismic zone 4, as defined and illustrated in Chapter 2 -23 of Part 2 of Title 24 of the California Administrative Code, to identify all potentially hazardous buildings and to establish a program for mitigation of identified potentially hazardous buildings. By September 1, 1987, the Seismic Safety Commission, in cooperation with the League of California Cities, the County Supervisors Association, and California building officials, shall prepare an advisory report for local jurisdictions containing criteria Chapter 9 Reference Material 0 Exhibit B (continued) The URM Law -3- Ch. 250 and procedures for purposes of Section 8877. 8877. Local building departments shall do all of the following: (a) Identify all potentially hazardous buildings within their respective jurisdictions on or before January 1, 1990. This identification shall include current building use and daily occupancy load. In regard to identifying and inventorying the buildings, the local building departments may establish a schedule of fees to recover the costs of identifying potentially hazardous buildings and carrying out this chapter. (h) Establish a mitigation program for potentially hazardous buildings to include notification to the legal owner that the building is considered to be one of a general type of structure that historically has exhibited little resistance to earthquake motion. The mitigation program may include the adoption by ordinance of a hazardous buildings program, measures to strengthen buildings, measures to change the use to acceptable occupancy levels or to demolish the building, tax incentives available for seismic rehabilitation, low - cost seismic rehabilitation loans available under Division 32 (commencing with Section 55000) of the Health and Safety Code, application of structural standards necessary to provide for life safety above current code requirements, and other incentives to repair the buildings which are available from federal, state, and local programs. Compliance with an adopted hazardous buildings ordinance or mitigation program shall be the responsibility of building owners. Nothing in this chapter makes any state building subject to a local building mitigation program or makes the state or any local government responsible for paying the cost of strengthening a privately owned structure, reducing the occupancy, demolishing a structure, preparing engineering or architectural analysis, investigation or design, or other costs associated with compliance of locally adopted mitigation programs. (c) By January 1, 1990, all information regarding potentially hazardous buildings and all hazardous building mitigation programs shall be reported to the appropriate legislative body of a city or county and filed with the Seismic Safety Commission. 8878. Local jurisdictions undertaking inventories and providing structural evaluations of potentially hazardous buildings pursuant to this chapter shall have the same immunity from liability foraction or inaction taken pursuant to this chapter as is provided by Section 19167 of the Health and Safety Code for action or failure to take any action pursuant to Article 4 (commencing with Section 19160) of Chapter 2 of Part 3 of Division 13 of the Health and Safety Code. 8879. The Seismic Safety Commission shall report annually, commencing on or before June 30, 1987 to the Legislature on the filing of mitigation programs from local jurisdictions. The annual report required by this section shall review and assess the effectiveness of building reconstruction standards adopted by cities and counties pursuant to this article and shall supersede the Exhibit B (continued) The URM Law Ch. 250 -4- reporting requirement pursuant to Section 19169 of the Health and Safety Code. 8879.5. The Seismic Safety Commission shall coordinate the earthquake- related responsibilities of government agencies imposed by this chapter to ensure compliance with the purposes of this chapter. SEC. 3. The sum of one hundred fifty thousand dollars (S 150,000) is hereby appropriated from the General Fund to the Seismic Safety Commission to develop the advisory report required pursuant to Chapter 12.2 (commencing with Section 8875) of Division 1 of Title 2 of the Government Code. It is the intent of the Legislature that funding for the program in the 1987 -88 fiscal year and thereafter be provided for through the annual budget process. Costs incurred by local building departments in identifying potentially hazardous buildings or in preparing a mitigation program prior to the effective date of this act-shall not be considered state- mandated costs and shall not be reimbursed pursuant to this act. SEC. 4. No reimbursement is required by this act pursuant to Section 6 of Article XII1 B of the California Constitution because the local agency or school district has the authority to levy service charges, fees, or assessments sufficient to pay for the program or level of service mandated by this act. Chapter 9 Reference Material 0 Exhibit I Report to Seismic Safety Commission Date of Report AUGUST 2, 1989 City MOORPARK County VENTURA Contact Person: Name CLAUDE STEWART Street Address 1 1 1 A PQTNr)P.XTP.R AVE. City MOORPARK Zip 93021 Telephone( 805 ) 529 -3940 • Identifying Buildings • Number of Buildings Identified as "Potentially Hazardous Buildings" Type of Bldg. by Use (primary use) No. of Bldgs. Total Sq. Ft. Retail Office Residential School: Pre - school School: K -12 School: College Hotel Restaurant Theater 1 Industrial Warehouse Garage 1 Public Utility Hospital Police Department Fire Department Jail Church Other Total Type of Bldgs. by Structural System No. of Bldgs. Total Sq. Ft. Bearing Wall Steel Frame Concrete Frame Other Total EXHIBIT 20_ • Number of other buildings considered to be historic buildings: Approx. total sq.ft: • Is field survey complete? ® Yes Q No If not, estimated date of completion: Is office verification complete? ® Yes O No If not, estimated date of completion: Chapter 9 Reference Material i Section 1 (Continued) 'California Seismic Safety Commission Model Ordinance 1 2] EXHIBITS MODEL ORDINANCE CHAPTER 88 ( 1) EARTHQUAKE HAZARD REDUCTION IN EXISTING BUILDINGS NOTE: Code reference - 1985 Uniform Building Code. X.c�Jr.civ 1 SEC. 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 unreinforeed masonry bearing wall buildings constructed prior to [the adoption date of the Building Code requiring earthquake resistant design of buildings). 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. 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. (1) Note: The chapter and section numbering of this model ordinance -- Chapter 88 and section numbers in the 8800 series- - follow the numbering of the Los Angeles Ordinance as amended in early 1985, All chapter number references other than Chapter 88 (e.g., Chapter 23) designate passages in the Uniform Building Code, 1985 edition. Section 1(Continued) California Seismic Safety Commission Model Ordinance SEC. 8802. SCOPE The provisions of this chapter shall apply to all buildings constructed or under construction prior to (adoption date of local earthquake resistant code requirementsl, or for which a building permit was issued prior to , which on the effective date of this ordinance have unreinforced masonry bearing walls as defined herein. EXCEPTION: This division shall not apply to detached one or two family dwellings and detached apartment houses containing less than 5 dwelling units and used solely for residential purposes. SEC. 8803. DEFINITIONS For purposes of this chapter, the applicable definitions in Sections 2302 and 2312 of the ' Jniform Building Code (1) shall apply: 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 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. LOW RISK BUILDING: Any building, not classified as an essential building, having an occupant load of less than 20 occupants as determined by Section 3302(a). MEDIUM RISK .WILDING: 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). (1) All section - number references in the model ordinance that are not in the 88 series, e.g., sec. 2303, sec. 2312,.sec. 3302(a), and so forth, indicate passages in the Uniform Building Code, 1985 edition. Appendix Section 1 8so n 1(Continued) California Seismic Safety Commission Model Ordinance UNREINFORCED MASONRY BEARING WALL: A masonry wall having all of 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). SEC. 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. SEC. 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 within the stated time limits: (a) Within 270 days after the 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 the service of the order, the structural analysis and plans for the proposed structural alterations of the building necessary to comply with the minimum requirements of 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 8807(c); or (d) Within 270 days after the service of the order, plans for the demolition of the building. Section 1 (Continued) California Seismic Safety Commission Model Ordinance 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 set forth in Table No. 88 -B. These time limits shall begin to run from the date the order is served in accordance with Section 8806(a) and (b). Owners electing to comply with Subsection (c) of this section are also required to comply with Subsections (b) or (d) of this section provided, however, that the 270 -day period provided for in such Subsections (b) and (d) and the time limits for obtaining a building permit, commencing construction and completing construction for complete structural alterations or building demolition set forth in Table No. 88 -B shall be extended in accordance with Table No. 88 -C. Each such extended time limit, except the time limit for commencing construction shall begin to run from the date the order is served in accordance with Section 8806(b). The time limit for commencing construction shall commence from the date the building permit is issued. SEC. 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 set forth in Table No. 88 -C. The minimum time period for the service of such orders shall be measured from the effective date of Chapter 88. 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 shall be accompanied by a copy of Section 8805 which sets forth the owner's alternatives and time limits for compliance. (c) Appeal Form Order. The owner or person in charge or control of the building may appeal tofthe 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. Appendix Section 1 Section. 1 (Continued) California Seismic Safety Commission Model Ordinance Each appeal shall be accompanied by a filing fee as set forth in the code. 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 Section 8805, 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 cfficial may order demolition of the building in accordance with the Abatement of Dangerous Buildings provisions of this code. SEC. 8807. ANALYSIS AND DESIGN (a) General. Every structure within the scope of this Division shall be analyzed and constructed 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 -1, based on the applicable rating classification of the building. Section 1 (Continued) California Seismic Safety Commission Model Ordinance (b) Lateral Forces on Elements of Structures. Parts or 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 buildings 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= ZICpSWp 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. 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. 3. Positive Connections. All parts, portions or elements of the structuze 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. Appendix Section 1 Section I (Continued) California Seismic Safety Commission Model Ordinance 3. Unreinforced Masonry Walls. Except as modified herein, unreinforced masonry walls shall be analyzed as specified in Section 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 may be considered as veneer if it is adequately anchored to 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 stresses 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. SEC. 8808. MATERIALS OF CONSTRUCTION (a) General. All materials permitted by the Uniform Building Code including their 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 Section 1 (Continued) California Seismic Safety Commission Model Ordinance extending not less than 4 inches into the backing. The distance between adjacent full - length headers shall not exceed 24 inches 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 -G and the in -plane shear stresses due to seismic loads as set forth in Table No. 88 -J. 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. 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 six 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 -H. (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 88 -I. (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. Appendix Section 1 e Section I (Continued) California Seismic Safety Commission Model Ordinance (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 the masonry wall joints before the tests are first made. Prior to any pointing, the mortar joints 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 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 1500 square feet of wall surface, 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 Tests. The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in 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. 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 joint 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 P10 I Section 1 (Continued) California Seismic Safety Commission Model Ordinance 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 dowels embedded in unreinforced masonry walls shall be tested by a Special Inspector using a torque calibrated 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 -J. Intermediate values between 3 and 10 psi may be interpolated. 2. Design Compression and Tension Values. 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) 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 framing into the wall and 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 thickenss and joist orientation. (i) Qualification tests for devices used for wall anchorage shall be teste3 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 AmarYfix Sarfinn 1 Section 1(Continued) California Seismic Safety Commission Model Ordinance resistance value assigned the device shall be 20 percent of the average of the ultimate loads. SEC. 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 -I, or by approved equivalent at a maximum anchor spacing of six feet. All unreinforced masonry walls shall be anchored at all floors with tension bolts through the wall or by existing rod anchors at the maximum anchor spacing of six feet. All existing rod anchors shall be secured to the joists to develop the required force's. 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 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(1). 2. Diaphragm chord stresses of horizontal diaphragms shall be developed 'n existing materials or by addition of new materials. 3. Where trusses and beams other than rafters or joists are supported on masonry, ledgers or columns shall be installed to support vertical loads of the roof or floor members. 4. Parapets and exterior wall appendages not capable of resisting the forces specified in this chapter shall be removed, stabilized or braced to insure that the parapets and appendages remain in their original position. 5. All deteriorated mortar joints in unreinforced masonry walls shall be pointed with Type S or N 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. All preparation and pointing shall be done under the continuous inspection of a special inspector certified to inspect masonry or concrete. At the conclusion of the project, 12 Section 1 (Continued) California Seismic Safety Commission Model Ordinance the inspector shall submit a written report to the building official setting forth the portion of work inspected. 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 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, 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 reinstalling or anchoring of ceiling plaster is necessary. 7. The general condition of the mortar joints and whether the joints neei pointing. Appendix Section t Section 1 (Continued) California Seismic Safety Commission Model Ordinance TABLE NO. 88 -A RATING CLASSIFICATIONS TYPE OF BUILDING Essential Building High Risk Building Medium Risk Building Low Risk Building CLASSIFICATION I II III IV TABLE NO. 88 -B TIME LIMITS FOR COMPLIANCE (1) REQUIRED ACTION OBTAIN BUILDING COMMENCE COMPLETE BY OWNER PERMIT CONSTRUCTION CONSTRUCTION WITHIN WITHIN WITHIN Complete Structural Alterations or 1 year Building Demolition Wall Anchor Installation 180 days 180 days (2) 3 years 270 days 1 year (1) Where two or more buildings under separate ownership are to be rehabilitated simultaneously, an extension can be based on the average time requirements for the buildings involved, with a suggested minimum extension of 6 months. An extension could be granted on submission of a binding agreement between the owners involved, with the actual date of compliance to be determined by the building official. (2) Measured from date of building permit issuance. All the other time limits are measured from the date of the order. ;I �I Section 1 (Continued) California Seismic Safety Commission Model Ordinance Appendx Section t TABLE NO. 88 -C SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS Extension of Time Minimum Time Rating Occupant if Wall Anchors Periods for Classification Load are Installed Service of Order I Any 1 year 0 (Highest Priority) II 100 or more 3 years 90 days 100 or more 5 years 1 year III 51 to and including 6 years 2 years 99 20 to and including 6 years 3 years 50 IV Less than 20 7 years 4 years (Lowest Priority) TABLE NO. 88 -D HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION RATING CLASSIFICATION IKCS I 0.186 II 0.133 I:[I & IV 0.100 Appendx Section t Section 1 (Continued) California Seismic Safety Commission Model Ordinance TABLE NO. 88 -E 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 -F HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES(1) Part or Portion of Direction Value Buildings of Force of Cp Exterior bearing and non - bearing walls, interior bearing walls and partitions, interior non - bearing walls and partitions over ten feet in height, Normal to masonry fences over six feet in height. Flat Suface 0.20 Cantilever parapet and other cantilever Normal to walls, except retaining walls. Flat Surface 1.00 Exterior and intericr ornamentations Any and appendages. Direction 1.00 When connected to or a part of a building; towers, tanks, towers and tanks plus contents, racks over 8 feet 3 inches in height plus contents, Any chimneys, smokestacks, and penthouses. Direction 0.20(2)(4) When connected to or a part of a building: Rigid and rigidly mounted equipment and machinery not required Any for continued operation of essential Horizontal occupancies.(5) Direction 0.20(3) Tanks plus effective contents resting Any on the ground. Direction 0.12 Section 1 (Continued) California Seismic Safety Commission Model Ordinance Floors and roofs acting as diaphragms. In the plane of the diaphragm 0.12(6) Prefabricated structural elements, Any other than walls, with force applied Horizontal at center of gravity of assembly. Direction 0.30 Connections for exterior panels or Any elements. Direction 2.00 (1) See Section 8807(b) for use of Cp. (2) When located in the upper portion of any building with a ha /D ratio of 5 to 1 or greater the value shall be increased by 508. (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 the 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 also Section 2312(k). (6) Floor 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). Appendix Section 1 N Section.t (Continued) California Seismic Safety Commission Model Ordinance TABLE NO. 88 -G ALLOWABLE VALUE OF HEIGHT - THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MORTAR. (1) (2) BUILDING WITH CROSSWALLS AS ALL OTHER DEFINED BY SECTION 8803 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. Halls of buildings within rating classification I shall be analyzed in accordance with Section 8807(f). TABLE NO. 88 -H VALUES FOR EXISTING MATERIALS EXISTING MATERIALS OR CONFIGURATION OF MATERIALS (1) 1. HORIZONTAL DIAPHRAGMS a. Roofs with straight sheathing and roofing applied directly to the sheathing. b. Roofs with diagonal sheathing and roofing applied directly to the sheathing. c. Floors with straight tongue and groove sheathing. ALLOWABLE VALUES 100 lbs. per foot for seismic shear. 400 lbs. per foot for seismic shear 150 lbs per foot for seismic shear.' I Section 1 (Continued) .California Seismic Safety Commission Model Ordinance d. Floors with straight sheathing and finished wood flooring. e. Floors with diagonal sheathing and finished wood flooring. f. Floors or roofs with straight sheathing and plaster applied to the joist or rafters. (2) 2. SHEAR WALLS Wood stud walls with lath and plaster. 3. PLAIN CONCRETE FOOTINGS. 4. DOUGLAS FIR WOOD 5. REINFORCING STEEL 6. STRUCTURAL STEEL 300 lbs. per foot for seismic shear. 450 lbs. per foot for seismic shear. Add 50 lbs. per foot to the allowable values for Items la and lc. 100 lbs. per foot each side for seismic shear. f' -1500 psi unless c otherwise shown by tests. Allowable stress same as No. 1 D.F. (3) f = 18,000 lbs. per t square inch maximum. (3) f - 20,000 lbs. per t 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. Appendix Section 1 Section 1 (Continued) California Seismic Safety Commission Model Ordinance TABLE NO. 88 -I ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION (1) NEW MATERIALS OR CONFIGURATION OF MATERIALS 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. 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. b. Dry wall or plaster applied directly over existing wood studs. c. Dry wall or plaster applied to plywood sheathing over existing wood studs. SHEAR BOLTS 3. 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 cir- cumference of bclt or dowel. (1) ALLOWABLE VALUES Same as specified in Table No. 25 -J of this Code for blocked diaphragms.* Same as values specified in Table No. 25 -K for shear walls. 75 per cent of the values specified in Table No. 47 -I. 33 1/3 per cent of the values specified in Table No. 47 -I. 100 percent of the values for solid masonry specified in Table No. 24E. No values larger than those given for 3/4 inch bolts shall be used. * All tables that do not carry a 88 number are found in the Unifor:.1 Building Code, 1985 edition. Section 1 (Continued) California Seismic Safety Commission Model Ordinance TENSION BOLTS 4. Tension bolts and tension dowels 1200 lbs. per bolt or extending entirely through dowel. unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 sq. inches of area. (2) WALL ANCHORS (8809(b)l.) 5. Bolts extending to the exterior 600 lbs. per bolt. face of the wall with a 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) 6. Bolts or dowels extending to the 1200 lbs, per bolt exterior face of the wall with or dowel. 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) INFILLED WALLS 7. Reinforced masonry infilled Same as values specified openings in existing unrein- for unreinforced masonry forced masonry walls with walls. keys or dowels to match reinforcing. REINFORCED MASONRY 8. Masonry piers and walls Same values as specified reinforced per Section 2407. in Division 26, UBC. REINFORCED CONCRETE 9. Concrete footings, walls and Same values as specified piers reinforced as specified in Division 26, UBC. in Division 26 and designed for tributary loads. A --f- C-C- 4 Section 1(Continued) California Seismic Safety Commission Model Ordinance EXISTING FOUNDATION LOADS 10. Foundation loads for structures exhibiting no evidence of settlement. NOTES: Calculated existing foundation loads due to maximum dead load plus live load may be increased 258 for dead load, and may be increased 508 for dead load plus seismic load required by this Division. (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. TABLE NO. 88 -J ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS Eighty percent of test results in psi not less than 30 plus axial stress 40 plus axial stress 50 plus axial stress 100 plus axial stress or more Average test results of cores in psi 20 27 33 67 or more Seismic in -plane shear based on gross area (1) 3 psi 4 psi 5 psi 10 psi max (1) Allowable shear stress may be increased by addition of 108 of the axial stress due to the weight of the wall directly above. 22 Section 1 (Continued) Cplifornia Seismic Safety Commission Model Ordinance GLOSSARY OF SYMBOLS AND NOTATIONS C = Numerical coefficient as specified in Section 2312(d) Cp = Numerical coefficient as specified in Section 2312(g) and as set forth in Table No. 23 -1 D = The dimension of the structure, in feet, in a direction parallel to the applied forces fc = Specified compressive strength of concrete, psi Fp = Lateral forces on a part of the structure and in the direction under consideration ft = Allowable tensile stress, psi h = Height in feet above the base to level n I = Occupancy Importance Factor as set forth in Table No. 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 Wp = The weight of a portion of a structure or nonstructural component Z = Numerical coefficient dependent upon the zone as determined by Figure No. 1, of Chapter 23. All areas in California are classified in Zones 3 or 4. For locations in Zone No. 3, Z = 3/4. For locations in Zone No. 4, Z = 1 Appendix Section 1