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HomeMy WebLinkAbout417 - Ordinances ORDINANCE NO. 417 AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF RANCHO CUCAMONGA, CALIFORNIA, AMENDING TITLE 15 OF THE MUNICIPAL CODE BY ADDING CHAPTER 42 REGARDING EARTHQUAKE HAZARD REDUCTION IN UNREINFORCED MASONRY BUILDINGS AND MAKING FINDINGS IN SUPPORT THEREOF A. RECITALS (i) The Call fornia State Legislature enacted the Unreinforced Masonry Building Law (Chapter 250, Statutes of 1986; SB547--Alquist; Government Code Section 8875 Et. Seq.) requiring all jurisdictions in Seismic Zone 4 to identify and develop a hazard mitigation program for all types of potential ly hazardous buildings. (ii) The adoption of this ordinance provides the necessary vehicle to comply with state regulations. (iii) The proposed ordinance and the Uniform Code for Building Conservation are acceptable programs utilized in other cities and referenced in the "Seismic Safety Commission's" Guide Book. (iv) This Ordinance, while protecting the health and welfare of the Citizens of Rancho Cucamonga, also encourages the preservation of historic buildings as evidenced by reference to the State Historical Building Code, the provision of incentives and by requiring additional review prior to demolition for such buildings. (v) A duly noticed public hearing, as required by California Government Code, has been conducted and concluded prior to the adoption of this ordinance. (vi) All legal prerequisites to the adoption of this ordinance have occurred. B. ORDINANCE NOW, THEREFORE, the City Council of the City of Rancho Cucamonga does hereby find, determine, and ordain as follows: SECTION 1: In all respects as set forth in the Recitals, Part A, of this ordinance. SECTION 2: This Council hereby finds and certifies that the project has been reviewed and considered in compliance with the California Environmen- tal Quality Act of 1970, and further, this Council hereby issues a Negative Declaration. SECTION 3: Title 15 of the Rancho Cucamonga Municipal Code, Entitled Buildings and Construction, of the City Council of the City of Rancho Cucamonga is hereby amended, provided that said amendment shall not apply to or excuse any violation thereof occurring prior to the effective date of this ordinance. Ordinance No. 417 Page 2 SECTION 4: Title 15 of the Rancho Cucamonga Municipal Code is hereby amended by adding Chapter 15.42 to read, in words and figures, as follows: Chapter 15.42 Earthquake Hazard Reduction in Unreinforced Masonry Buildin.~s Sections: 15.42.010 Added -- Purpose 15.42.020 Added -- Scope 15.42.030 Added -- Definitions 15.42.040 Added -- Rating Class~ fications 15.42.050 Added -- General Requirements 15.42.060 Added -- Administration 15.42.070 Added -- Historic Buildings 15.42.080 Added -- Analysis and Design 15.42.090 Added -- Materials of Construction 15.42.100 Added -- Information Required on Plans 15.42.010 Purpose. The purpose of this Chapter is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on unreinforced masonry bearing wall buildings constructed before 1946. Such buildings have been widely recognized as sustaining li fe-hazardous damage as a result of partial or complete - collapse during past moderate to strong earthquakes. The provisions of this Chapter are minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury and will not necessarily prevent loss of life or injury or prevent earthquake damage to an existing building which complies with these stan- dards. This Chapter shall not require existing electrical, plumbing, mechan- ical or fire safety systems to be altered unless they constitute a hazard to life or property. This Chapter provides 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 determines deficiencies, this Chapter requires the building to be strengthened or demolished. However, the provisions of this Chapter do not preclude the preservation of historic buildings. In fact, preservation of historic buildings is encouraged through the permissive use of applicable portions of the State Historical Building Code (SHBC), established under Part 8, Title 24 of the California Administrative Code. In addition, the City will pursue incentives to assist property owners in obtaining aid offered by Federal, State and local agencies. These incentives are further elaborated on in Section 15.42.070.F. Ordinance No. 417 Page 3 15.42.020 Scope. The provisions of the Chapter shall apply to all buildings constructed or under construction prior to 1946, or for which a building permit was issued prior to 1946, which on the effective date of this ordinance have unreinforced bearing walls as defined herein. EXCEPTION: This Chapter shall not apply to detached one or two family dwellings and detached apartment houses containing less than 5 dwell ing units and used solely for residential purposes. 15.42.030 Definitions. For purposes of this Chapter, the applicable definitions in Sections 2302 and 2312, Uniform Building Code, 1988 Edition (UBC, 1988 Edition) and the following shall apply: Crosswalls: Interior walls of masonry or wood frame construction with surface finish of wood lath and plaster, minimum 1/2 inch thick gypsum wallboard or solid horizontal wood sheathing. In order to be considered as a cross wall within the intent of this Chapter, the cross walls 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-hal f times the story height. High Risk Building: Any building having an occupant load of 100 occupants or more as determined by Section 3302, UBC, 1988 Edition. EXCEPTION: Buildings meeting either or both of the following criteria need not be classified as high risk buildings. 1. Any building having exterior walls braced with crosswal 1 s as defined above. 2. Any building used for its intended purpose, as determined by the Building Official, for less than 20 hours per week. Historical Buildin.~: Any building designated as an historical building by an appropriate Federal, or State Agency, or as a landmark by the City Council of the City of Rancho Cucamonga, and any building on a local, state, or national inventory of historic resources. Medium Risk Buildin.q: Any building having an occupant load of more than 20, but less than 100, as determined by Section 3302, UBC, 1988 Edition. Low Risk Building: Any building having an occupant load of less than 20 occupants, as determined by Section 3302, UBC, 1988 Edition. Ordinance No. 417 Page 4 Unreinforced Masonry Bearinc~ Wall: A masonry wall having all of the following characteristics: 1. Providing vertical support for a floor or roof. 2. Having a total superimposed load of over 100 pounds per 1 inear foot. 3. Having reinforcing steel less than 50 percent of that required by Section 2407(h) 4B, UBC, 1988 Edition. 15.42,040 Rating Classifications. Buildings subject to this chapter shall be classified by the Building Official as High Risk, Medium Risk, or Low Risk Buildings as defined herein. The total occupant load of the entire building as determined by Section 3302, UBC, 1988 Edition, shall be used to determine the rating classification. EXCEPTIONS: 1. For the purpose of this Chapter, portions of buildings construc- ted to act independently when resisting seismic forces may be placed in separate rating classifications. 2. The Building Official may allow the use of a verified occupancy load rather than the occupancy load specified in Section 3302, UBC, 1988 Edition in determining the rating classification. 15.42,050 General Requirements. The owner of each building within the scope of the Chapter shall cause a structural analysis to be made of the building by a civil or structural engineer or architect licensed by the State of California; and if the building does not meet the minimum earthquake standards specified in this Chapter, the owner shall cause it to be structurally altered to conform to such standards; or cause the building to be demo 1 i shed. A.Service of Order. The City shall have up to 270 days in which to serve the order as outlined in Section 15.42,060. B. Compliance. Upon service of the Order, the owner of a building, identified within the scope of this Chapter, shall comply with one of the following requirements: 1. Within 270 days after the service of the order, a structural analysis shall be submitted to the Building Official for review. Such analysis shall demonstrate that the building meets the minimum requirements of this Chapter; or Ordinance No. 417 Page 5 2. Within 270 days after the service of the order, the struc- tural analysis and plans for the proposed structural alterations of the building necessary to comply with the minimum requirements of this Chapter shall be submitted; or 3. Within 270 days after the service of the order, a letter of intention to demolish the building shall be submitted. Any proposed demolition of a historical building, as defined in Section 15.42,030, must first undergo landmark application review to determine the historical merit of the structure. In addition to review for landmark status, the Historic Preservation Commission shall determine the need for and required contents of a feasibility study to examine possible alternatives to demolition which may include a cost/benefit analysis, reconstruction alternatives, reloca- tion feasibility or other similar analysis determined necessary by the Commission. The study shall be completed by a City hired consultant, but financed by the applicant, and shall be reviewed by the Community Development Director or his designee and reported on to the Historic Preserva- tion Commission. C. Building Permit. After plans or letter of intention to demolish are submitted and approved by the Building Official, the owner shall obtain a building permit, and commence and complete the required construction or demolition within the time limits set forth below. These time limits shall begin to run from the date the order is served in accordance with Section 15.42.060 (A) and (B). 1. The property owner shall have 1 year from the date the order is served to obtain a building permit to complete structural alterations or building demolition. 2. The property owner shall have a total of 3 years from date the order is served to complete construction of any structural alterations. EXCEPTION: The Building Official may allow an extension of time, for obtaining a building permit or demonstrating compliance with this Chapter as set forth in Section 15.42,050, of up to an additional one year, if it is demonstrated that there is no immediate hazard to life safety and that there will be no adverse impact upon adjacent properties. Any further request for extensions of time shall be accomplished in the manner set forth in Section 15.42,060.C for appeals. Ordinance No. 417 Page 6 15.42.060 Administration. A. Service Of Order. The Building Official shall issue an order, as provided in Subsection (B) below, to the owner of each building within the scope of this Chapter. Service of the order shall not occur until such time that the City Planner and Building Official shall determine that the incentive programs, referenced in Section 15.42.070.F, are in place and operational, but shall be no longer than 270 days from the date of enaction of the Ordinance. 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 an informational pamphlet, as referenced in Section 15.42.070.F, which shall also include a copy of Section 15.42.050 and shal'l include alternatives and time limits for compliance. C. Appeal Order. The owner or person in charge or control of the building may appeal the Building Official's determination that the building is within the scope of this Chapter to the City Council. Such appeal shall be filed with the Building Official within 30 days from the service date of the order of the Building Official. Any such appeal shall be scheduled for hearing before the City Council, not 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 for appeal and the justification thereof shall be stated clearly and concisely. Each appeal shall be accompanied by a filing fee as determined by City Council Resolution. D. Recordation. At the time that the Building Official serves the aforementioned order, the Building Official shall file with the Office of the County Recorder a certificate stating that the subject building is within the scope of Title 15, Chapter 15.42, "Earthquake Hazard Reduction in Unreinforced Masonry Buildings" of the Rancho Cucamonga Municipal Code. The certificate shall also state that the owner thereof has been ordered to structur- ally analyze the building and to structurally alter it or demo- lish it where compliance with Chapter 15.42 is not exhibited. Ordinance No. 417 Page 7 If the building is either demolished, found not to be within the scope of this Chapter, or is found to be structurally capable of resisting minimum seismic forces required by this Chapter as a result of structural alterations or an analysis, the Building Official shall file with the Office of the County Recorder a certificate terminating the status of the subject building as being classified within the scope of Title 15, Chapter 15.42-- "Earthquake Hazard Reduction in Unreinforced Masonry Buildings" of the Rancho Cucamonga Municipal Code. 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 1 imits set forth in Section 15.42.050, the Building Official shall order that the entire building be vacated and that the building remain vacated until such order has been complied with. If compliance with such order to vacate has not been accomplished within 90 days after the date the building has been ordered vacated or such additional time as may have been granted by the City Council, the Building Official may order its demolition or abatement in accordance with the provisions of the procedure set forth in the Uniform Code for Abatement of Dangerous Buildings as adopted by Chapter 28 of this Title. 15.42,070 Historical Buildings A. Historic Preservation Review. Any proposal for the structural alteration or demolition of an historical building, as defined herein, shall require review by the Historic Preservation Commission prior to issuance of any building or demolition permits. B. Scope. The Commission shall review all plans, proposed structural revisions and demol itions for preservation of historic character, quality of design and aesthetic considerations, review fee waiver requests and demolition feasibility studies and, make recommendations to the City Council regarding potential designation. C. Additional Information. Additional architectural elevations and details may be requested in order to provide clarification in review of the proposed revisions. D. General. The standards and procedures established by this Chapter shall apply in all respects to an historical building except that as a means to preserve original architectural elements and facilitate restoration, an historical building may, in addition, comply with the special provisions set forth in this Section. Ordinance No. 417 Page 8 E. Unburned Clay Masonry or Adobe. Existing or re-erected walls of adobe construction shall conform to the following: 1. Unreinforced adobe masonry walls shall not exceed a height or length to thickness ratio of 5, for exterior bearing walls and must be provided with a reinforced bond beam at the top, interconnecting all walls. The bond beam shall have a minimum depth of 6 inches. The bond beam may have a width equal to the width of wall less 8 inches, provided the resulting width is not less than 8 inches. Minimum wall thickness shall be 18 inches for exterior bearing walls and 10 inches for adobe partitions. 2. Foundation footings shall be reinforced concrete under newly reconstructed walls and shall be not less than 50 percent wider than the wall above, soil conditions permitting. 3. New or existing unstabilized brick and adobe brick masonry shall have an average compressive strength of 225 pounds per square inch when tested in accordance with ASTM desig- nation C67. One sample out of five may have a compressive strength of not less than 188 pounds per square inch. Unstabilized brick may be used where existing bricks are unstabilized and where the building is not susceptible to · flooding conditions or direct exposure. Adobe may be allowed a maximum value of 3 pounds per square inch for shear with no increase for lateral forces. 4. Mortar may be of the same soil composition and stabili- zation as the brick in 1 ieu of cement mortar. 5. Nominal tension stresses due to seismic forces normal to the wall may be neglected if the wall meet thicknesses requirements and shear values allowed by this subsection. 6. Allowable stresses for archaic materials not specified in the UBC, 1988 Edition, shall be based on substantiating research data or engineering judgement subject to the Building Official's approval. 7. Alternative materials, design or methods of construction may be considered as set forth in Section 105 of the Uniform Building Code, 1988 Edition. In addition, when a request for an alternative proposed design, material or method of construction is being considered, the Building Official may file written request for opinion to the State Historical Building Code Advisory Board for its considera- tion, advice or findings in accordance with the SHBC. Oridnance No. 417 Page 9 F. Incentives. In order to encourage the preservation of historic structures, the following incentive programs are to be explored and information made available to property owners with buildings subject to the provisions of this Chapter. This list does not preclude the use of alternatives not identified here. 1. The Planning Division shall develop an informational pam- phlet, which shall be sent to property owners of buildings identified subject to the provisions of this Chapter, which shall be mailed concurrently with the order specified in Section 15.42,060.A. The pamphlet shall explain the basic provisions of SB 547 and this Ordinance and shall outline the various options and incentives available to property owners including financial assistance and design consulta- tion. 2. The City shall provide funds which may be used toward design consultation for owners of historic structures. The City has funds which may be available for this use through the Community Development Block Grant (CDBG) program and through the Historic Preservation section of the Planning Division budget. Within 6 months from the effective date the Ordinance, program guidelines shall be developed for use of these funds. 3. As a majority of the historic unreinforced masonry build- ings are within the Redevelopment Project Area, available funds may be used toward historic rehabilitation. 4. The City shall investigate the possibility for setting up a local loan program for Seismic rehabilitation as referenced in the California Health & Safety Code Sections 55000 through 55009. An analysis and determination of the feasi- bility for setting up the program shall be made within 6 months from the date of enaction of the Ordinance. If it is determined that a program is to be developed, then the criteria, guidelines and enabling legislation shall be developed within 270 days from the effective date of the Ordinance. 5. Upon request, the City shall provide information about the Mills Act to owners of historical buildings. The Mills Act allows property tax benefits in exchange for preservation of a building. 6. The Historic Preservation Commission may recommend to the City Council waiving applicable building permit, plan check, design review, land use and landmark alteration fees for historic structures which are designated local land- marks, or for those structures determined to be significant Ordinance No. 417 Page 10 through the landmark review process. In review of the request, the Historic Preservation Commission shall give consideration to the architectural and historical merit of the proposed seismic retrofit and/or structural alteration. 7. Additional financing may be available through State and Federal agencies and may include: a. Tax credits for rehabilitation which are available under the 1986 Tax Act. To be eligible for the higher 20% historic building tax credits, the construction documents must be approved by the State Hi storic Preservation Office and National Park Service. b. Funding for Seismic retrofit may also be available through the Small Business Administration (SBA), and may be used for engineering, planning, permits and construction costs. Borrowers shall include businesses that meet the agency's size standard and el igibil ity requirements. 15.42.080 Analysis and Desi~qn. A. General. Every structure within the scope of this Chapter 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 accor- dance with the following equation: V=ZI~(CSW (FORMULA III-1 ) The value of KCS need not exceed the values set forth in Table No. III-A (Exhibit "A" attached) based on the seismic zone as determined by the Building Code. The value of Z shall be the value specified in Table No. III-B (Exhibit "A"). The I factor shall be as specified in Table No. III-C (Exhibit "A"). The value of W shall be as set forth in the Building Code, 1988 Edition. B. Lateral Forces on Elements of Structures. Parts or portions of structures shall be analyzed and designed for lateral loads in accordance with Subsection (A) above and Chapter 23, UBC, 1988 Edition, but not less than the value from the following equation: Fp=ZICp SWp (FORMULA III-2) Ordinance No. 417 Page 11 For the provisions of this Subsection, the product of IS need not exceed the values as set forth in Table No. III-D (Exhibit "A"). The value of C need not exceed the values as set forth in Table No. III-M ~ · ( xhibit "G" attached). The value of W shall be as set forth in the Uniform Building Code, 198~ Edition. EXCEPTION: Unreinforced masonry walls may be analyzed in accordance with Section 15.42.090. 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 the Code, 1988 Edition and the equation F :ZICp Uniform Build~gas modified by Table No. III-D (Exhibit "A") 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 UBC, 1988 Edition, unless speci- fically provided for in this Chapter. E. Required Analysis. Except as modified below, the analysis and design relating to the structural alteration of existing struc- tures within the scope of this Chapter shall be in accordance with the analysis specified in Chapter 23, UBC, 1988 Edition. 1. 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. 2. Positive Connections. All parts, portions or elements of the structure shall be interconnected by positive means. F. Analysis Procedure. Stresses in materials and existing con- struction utilized to transfer seismic forces from the ground to parts or portions of the structure shall conform to those per- mitted by the UBC, 1988 Edition, and those materials and types of construction specified in Section 15.42.090. Materials and connectors used for interconnection of parts and portions of the structure shall conform to the UBC, 1988 Edition. Except as modified herein, unreinforced masonry walls shall be analyzed as specified in Sections 2416, 2418, and 2419 of the UBC, 1988 Edition, to withstand all vertical loads as specified in Chapter 23, UBC, 1988 Edition, in addition to the seismic forces required by this Chapter. Ordinance No. 417 Page 12 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 or replaced. EXCEPTIONS: 1. Unreinforced masonry walls may be analyzed in accordance with Section 15.42,090. 2. Unreinforced masonry walls which carry no design loads other than its own weight may be considered as veneer if they are adequately anchored to new supporting el ements. 3. The 50 percent increase in the seismic force factor for shear walls as specified in Table No. 24-H of the UBC, 1988 Edition, may be omitted in the computation of seismic loads to existing shear walls. G. Combination of Vertical and Seismic Forces. 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 104(b) of the UBC, 1988 Edition, except as follows: - 1. Stresses in existing lateral force resisting elements due to a combination of dead loads plus live loads plus seismic loads may be increased 100 percent over allowable working stresses specified in the Uniform Code, 1988 Edition, however, shall not exceed those permitted by Section 15.42,090. 2. Stresses in members due only to seismic and dead loads shall not exceed the values permitted by Section 2303(d) of the UBC, 1988 Edition. 3. Calculated tensile fiber stress may be reduced by the full direct stress due to vertical dead loads. 15.42,090 Materials of Construction. All materials permitted by the UBC, 1988 Edition, including their appropriate allowable stresses and existing configurations of materials specified here in may be utilized to meet the requirements of this Chapter. A. Existing Materials. In addition to the materials permitted by the Uniform Building Code existing configurations of materials specified in this section may be utilized as outlined below. Ordinance No. 417 Page 13 1. Unreinforced Masonry Walls. a. Unreinforced masonry walls analyzed in accordance with this Section may provide vertical support for roof and floor construction and resistance to lateral loads. The bonding of such walls shall be specified in Section 2312(b) of the UBC, 1988 Edition. b. Tension stresses due to seismic forces normal to the wall may be neglected if the wall does not exceed the height or length to thickness ratio and the in-plane shear stresses due to seismic loads as set forth in Table No's. III-F (E (Exhibit "E" attached). c. If the wall height-thickness ratio exceeds the specified 1 imits, the wall may be supported by vertical bracing members designed in accordance with Section 15.42.080. The deflection of such bracing member at design loads shall not exceed one-tenth of the wal 1 thickness. EXCEPTION: The wall may be supported by flexible vertical bracing members designed in accordance with Section 15.42.080 (B) if the deflection at design loads is not less than one-quarter nor more than one- third of the wall thickness. A11 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. d. 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. e. A11 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. i. All masonry quality shall equal or exceed the minimum standards established here in or shall be removed and replaced by new materials. Alternate Ordinance No. 417 Page 14 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 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 of all such tests and their location in the building shall be submitted to the Building Official for approval as part of the structural analysis. ii. The minimum number of tests shall be two per wall or I ine of wall elements resisting a common force, or I 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 building, subject to approval of the Building Official. iii. 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 Ordinance No. 417 Page 15 joints and shall be that at which movement of the brick is first observed. iv. 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 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 speci- mens cannot be made from cores taken then the shear value shall be reported as zero. 2. Existing material configurations including wood shear walls utilized in said configurations 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. III-G (Exhibit "C" attached). B. 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 configura- tions provided that the stresses do not exceed the values shown in Table No. III-H (Exhibit "D" attached). C. Alternate Materials. Alternate materials, designs and methods of construction may be approved by the Building Official in accordance with the provisions of Section 105, UBC, 1988 Edition. D. Testing of Shear Bolts. One-fourth of all new shear bolts and dowels embedded in unreinforced masonry walls shall be tested by a Registered Deputy Building 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. Ordinance No. 417 Page 16 G. Determination of Allowable Stresses for Design Methods Based on Test Results. Allowable stresses for design methods based on test results shall be as follows: 1. Design seismic in-plane shear stresses shall be substanti- ated by tests performed as specified in Section 15.42.090. Design stresses shall be related to test results obtained in accordance with Table No. III-I (Exhibit "E"). Intermediate values between 3 and 10 psi may be interpolated. 2. Compression stresses for unreinforced masonry having a minimum design shear value of 3 PSI shall not exceed 100 PSI. 3. Design tension values for unreinforced masonry shall not be permitted. H. Anchor Tests. 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 sup- ported 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 record- ing elongation. The tension test load reported shall be record- ed at one-eighth inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be report- ed. The report shall include the test results as related to the wall thickness and joint orientation. The allowable resistance value of the existing anchors shall be forty percent of the average of those tested anchors having the same wall thickness and joist orientation. Qualification tests 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 twenty percent of the average of the ultimate loads. 15.42.100 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 include the information required by this Section on the approved plans as follows. Ordinance No. 417 Page 17 1. All unreinforced masonry walls shall be anchored at the roof level by tension bolts through the wall as specified in Table No. III-H (Exhibit "D"), 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 a maximum anchor spacing of six feet. All existing rod anchors shall be secured to the joists to develop the required forces. The Building Official may require testing to verify the adequacy of the embedded ends of existing rod anchors. Tests when required shall conform to Section 15.42.090 (H). When access to the exterior face of the masonry wall is prevented by proximity of an existing building, wall anchors conforming to 5 and 6 in Table No. III-H (Exhibit "D") may be used. Alternative devices to be used in lieu of tension bolts for masonry wall anchorage shall be tested as specified in Section 15.42,090 (I). 2. Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or by addition of new material s. 3. Where trusses and beams other than rafters or joists are supported on masonry, ledgers or columns shall be installed to support vertical loads. 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 Registered Deputy Building Inspector certi fled to inspect masonry or concrete. At the conclusion of the project, the inspector shall submit a written report to the Building Official setting forth the portion of work inspected. 6. Repair details shall be provided for any cracked or damaged unreinforced masonry wall required to resist forces speci- fied in this Chapter. Ordinance No. 417 Page 18 7. The type and dimensions of existing walls and the size and spacing of existing floor and roof members. 8. The extent and type of existing wall anchorage to floors and roof. 9. Accurately dimensioned floor plans and masonry wall elevations showing dimensioned openings, piers, wall thickness and heights. 10. The location of cracks or damaged portions of unreinforced masonry walls requiring repairs. 11. The type of interior wall and ceiling surfaces and if reinstailing or anchoring of ceiling plaster is necessary. 12. The general condition of the mortar joints and if the joints need pointing. SECTION 5. The Mayor shall sign this Ordinance and the City Clerk shall cause the same to be published within fifteen (15) days after its passage at least once in The Daily Report, a newspaper of general circulation published in the City of Ontario, California, and circulated in the City of Rancho Cucamonga, California. PASSED, APPROVED, and ADOPTED this 21st day of March, 1990. AYES: Alexander, Brown, Buquet, Stout NOES: None ABSENT: Wright ~ )ennis L. Stout, Mayor ATT E ST: ~'~d C t B'e~3ra . 'an~/, i y e~ Ordinance No. 417 Page 19 I, DEBRA J. ADAMS, CITY CLERK of the City of Rancho Cucamonga, California, do hereby certify that the foregoing Ordinance was introduced at a regular meeting of the Council of the City of Rancho Cucamonga held on the 7th day of March, 1990, and was finally passed at a regular meeting of the City Council of the City of Rancho Cucamonga held on the 21st day of March, 1990. Executed this 22nd day of March, 1990 at Rancho Cucamonga, California. [~abra'J. ~'d~, City Ll'e'rk ~ Ordinance No. 417 T=~I~I-,~ III-A Page 20 FORCE F~~ ~~ ~C~~ ~ E~HIBIT "A" ~e~ter ~ 1OO O. 1~ TABIX Frr-B Z FACTOR 9ZISMIC ZON'~ Is,ACTOR ZONE 4 l FACTOR OCCUPANCY" FAL"TOR All Bu~dings (High. Medium & Low Risk) 1.0 TABLE rrr. D HORIZONTAL FORC~ FACTORS "18" FOR PARTS OR PORTIONS Ole STRUCTURES RATING C~CATION High Risk Buildin~ 1.00 Medium &Low Risk BuildinSs .75 TABI~ rrt. E RBGULATBD ELEMENTS BU1LDINO ELBMENT ~alMlC ZONE · Walls: h/t Ratio x Tension bolts (bending) x In-plane shear x Parapets x Floors tnd Roofs: Diaphragm stress and x dlBphra~n chords Ordinance No. Page 21 EXHIBIT "B" TABLE rn-F ALLOWABLE VALUE OF KEIGRT-THICKNESS RATIO OF UNI~EI~JIe~RCED MASONRY WALLS WITH MvNIMUM QUALITY MORTAR 1.2 BUILDING8 WITH CROMWALF~ ALL OI'B:I:R AS DgF!I~D Fr SEC. 15.42.0oo BUILDINGS Walls of One Story Buildings 16 13 First Story Wall of Multi-Story Buildings 16 15 Walls in Top Story of 14 Multi-Story Buildings 9 All Other Walls 16 13 Minimum quality mortar shall be deternamed by laboratory testing in accordance with Section 15.42.090(e). Table III-G is not applicable to buildings of rating classification I. Wane d trailclingS I within rating cLt~caUon shall be analyzed in accordance with Section 15.42.080(fi. Ordinance No. 4t7 Page 22 EXHIBIT 'C" TABLE BX-G VALUES FOR EXISTING MATER/AL8 NEW ~ OR CONlrlGURATXON OF AL/,OWAN, Z MATERIA/~ ~ VALUZ,~ 1. HORIZONTAL DIAPHRAGMS a. Roofs with strm/ght sheathing and roofing 100 De. / R. for applied directly to the sheathing. seismic shear. b. Roofs with diagona/sheathing and roofing 400 Rs. / ft. for applied directly to the sheathln& seismic shear. c Fieors with straight tongue and groove 1,50 lbs. / ft. for sheathtrig. seismic shear. d. Floors with straight sheathing and autahed 300 INs. / rc for wood flooring. seismic shemr. e. Floors with dJagons/sheathing and finished 450 D:s. / fi:. for wood floortrig. seismic shear. f. Floors or roofs with straight shes~t]~. and Acid 50 lbs. / it. to plaster applied to the Jotst or rmlrt the =nowable values for items la.&c. 2. SHEAR Wax z _q 100 Ibs. / R. ~ sldeforsetsmlc a. Wood stud walls with lath and plaster. shear. 3. PLAIN CONCRE~ FOOTINGS f · 1500 psi unless otherwide 4. DOUGIA~ FIR WOOD Allowsblestress smme ss #1 D.F.s 5. REINFORCING ~ R · 18,(X)0 ~s../s si, 'xmaxlmnm sq, ' msxlmusn3 MateUl must be sound and in good condition. 2 'lee wood hth and pisster must be rmttached to eslsting J~lsts w raftas in a msxm~ aVproved by the Buildtn~ O~k~al. F a c,I e 2:3 EXHIBIT "D" TABr-~- III-H AX,LOWABLE VALtrES OF NEW MATERIAL~ USED IN CONJIJNCTION WITH EXISTING CONSTRUCTION L. HORIZONTAL DIAPHRAGMS P|y-w~xl aheatl-Ltr~ applied ~tly over ~ ~me s~l~ht eh~ ~th ends of pl~ood share Table .~. SH~ a. Pl~ sheathrag applied d~tly over ~ ~me u ~u~ w~ studs. No value shall '~e ~ven to pl~ sp~ ~ ~C. appa~ over ~st~ plaster or w~d shea~g. '~ ~.. Tab~ 2~K for sh~ has. b. D~ ~ or plaster applied d~tly over ~ 75~ of ~ v~ues ~ e~ds. sp~ffi~ m ~C. '88 ~., Table ~47-I. c. D~ wd or plaster appll~ to pl~o~ shea~ ~ 1/3~ over ~g wo~ studs. v~ue ~. '~ ~., Table e47-I. 3. S~ BOL~ Sh~ ~1~ & do~ls embedded a ~. of 8' mto 1~ of ~e ~ue u~o~ed m~ w~s. Bolt cent~ m a 2 for pl~ -1/2' ~eter hole ~ d~-pack or non-e~ ep~ m ~C, ~ut ~d c~emnce of bolt or doll.Ls '~ ~., Te~ ~4-G. No ~u~ ~er ~ thor nfor 3/4' ~lts 4. ~NSION BOLTS Te~ ~lts a dowels ~en~ en~ ~ 12~ ~, ~ ~lt ~1~ ~e~ ~ ~e ~e~ ~e ~ ~e ~ ~ ~ l~ ~ ~lt. 12" on ~t~. 1.2.3 6. ~l~ or do~ ~en~ to ~e ~e~r f~ of 12~ ~ ~ ~lt or ~e ~ M~ a 2-1/2" m~ plate ~d~ ~ ~ d~el. 7. X~ED ~ ~o~ed ~~ ~ ~ ~ or dais to sp~ for retch ~orc~. 9. ~~ mbuC~ ~ M. e~de~e ~ ~e~nt. Lo~ ~n~ ~ for 2 ~ltm a~ do~ls to ~ 1/2 ~h m~ m ~~. 3 D~l~ for ~ltm and d~lm m~ ~ donw ~t ~ el~ ~ ~l. Impact t~ sh~ not ~ um for d~l~ holu or ~t2~ ~hor and Ordinance No. 417 Page 24 EXHIBIT "E" TABLE HI-I ,ArrOWABLE SHF.,AR STRE88 FOR TES~D UNREDllrORCED MASONRY WALLS 80~ OF TEST RE~I~,TS AVERAGE TEar RE~3LT~ ~'/SanC ~'~ ~N~~~ ~~~ ~~ON ~ plus ~ s~ ~ 3 ~* ~ pl~ ~ s~ 27 4 ~* ~ plus ~ s~ ~ 5 ~* 100 plus ~ s~ ~ more 67 ~ ~ 10 ~ ~ *~le ~ s~s my be ~ by ad~m of 1~ ~ ~ ~ s~ due to ~e wei~t of ~e w~ ~ a~e. TABLE HI-J: TIME ~ FOR COMPL/ANCE RXgtru~D CO!~fEIK~ COMPIZrZ ACTION BY OBTAIN B~H,DING OWNEIt TO P!:RMIT WITHIN CONSIItlEIlON CO~II1tlEIION WITm'M Complete Structural Alterations or Building Demolition I year 180 dayss 2 yesrs Wall Anchor Installation 180 days *Measured from date of ~ permit issusnce. Ordinance No. 417 Page 25 EXHIBIT "F" TABLE rrt-K SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS RATIlqG OCCUPANT MINIMUM EXTENS/G8 (W CLASS/~ICATION LOAD TIME PElt/ODe TIME AiPrER WALL It~ItS/R~.(:Z AN(2OitS~ (t ~ INSTALLED High l~sk Building 100 or more 270 dsp 180 clays Medium P, tsk More than 20 270 chys 180 days Bu~dlng but less than 100 Low Risk Building Less than 20 270 days 1 year · Measured from the effective date of this artide, TABLE HI-L: HORIZONTAL FORCE FACTORB BASED ON RATING CIASSIlqCATION RATING CLASSWICATION IKC2 High Risk Building 0.133 Medium/Low lqlsk Buildings 0.100 Ordinance No. ~17 Page 25 EXHIBIT "G" TABLE m-M: HOI~r~ONTAL FORCE FACTOR "Cp" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES x PART OR PORTION OF BUILDING D/RECTION OF FORCE VALUE OF C p Exterior bearing & non-bearing walls. interior bearing wails & partiUons, interior non-bearing walls & partitions over 10' in height, masonry fences over 6' Normal to In height. Flat Surface 0.20 Cantilever parapet &other cantfiever No~u.~l to walls. except retaining walls. FIat Surface 1.00 Exterior & interior ornamentations and appendages. Any direction 1.00 When connected to or part of a buffcling: towers, tanks, towex-s & tanks + contents racks over 8'3" in height ~ contents, chimneys, smokestacks, and penthouses. Any direction 0.20 When connec:ed to or part of a bu/ldlng: Rigid and rigidly mounted equipment and machinery not required for cont. trlued operation of essential Any Horizontal occupancies. 5 Direction 0.20 3 Tanks + ei~ective contents resting on ground. Any direction 0.12 Floors and roofs acting as diaphragms. In the plane of the diaphra~n 0. 12 · Prefabricated structural elements, other than w~tl$, with force applied at center Any Horizontal of gravity of a~sembly. Direction 0.30 Connection-s for exterior panels or elements. Any direction 2.0 See Section 15.42.080Co| for use of Cp When located in the upper portion of any building with a ratio of 5 to I or greater the value shall be increased by 50%. For flexible and fiexlbly mounted equipment and machinery, the appropriate values for C~ shall be d~,tm~nined with consideration given to beth the dynamic l~gpm, tl~$ of the equipment and machinery, and to the building or structux~ in which it is placed. The W fro' _$~$mge racks shall be the weight of the racks plus contents. The value of fw rae, k~ over two storage support levels in height shall be 0. 16 for the lev~lsC~ the top two levels. 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 ru~ting the anchorage forces (see also Section 23 13 (k], UBC, '8~ Ed.). Floor and roofs acting as diaphragms shall be designed for · mintmum force r~ulting from · Cpof .12 applied to W unle$$· Feater force results from the distribution of lateral force in accordance with Section 23 12 (e), IJBC, '88 Ed. Ordinance No. 417 Page 27 EXHIBIT "H" Glossary of Symbols and Notations C = Numerical Coefficient as specified in Section 2312(d), UBC, 1988 Edition. Cp = Numerical Coefficient as specified in Section 2312(g) and as set forth in Table ,No. 23-j, UBC, 1988 Edition. I) = The dimension of the structure, in feet, in a direction parallel to the applied forces. f~ = Specified compresslye strength of concrete, psi. Fp = Lateral forces on a part of the structure and in the direction under consi dera tion. ft = Allowable tensile stress, psi. hn = Height in feet above the base to level n. I : Occupancy Importance Factor as set forth in Table No. III-C. 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, UBC, 1988 Edition, including the partition loading specified in Section 2304(d) therein where appl icable. Wp = The weight of a portion of a structure or nonstructural component. Z : Numerical Coefficient for locations in Zone 4, Z:I.