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HomeMy WebLinkAboutOrdinance 226 CERTIFICATION I, LEE RABOIN, City Clerk of the City of Atascadero, hereby certify that the foregoing is the true and correct original of Ordinance No. 226 adopted by the Atascadero City Council at a regular meeting thereof held on August 27, 1991 and that it has been duly published pursuant to State Law. f DATED: September 11, 1991 LEE RABOIN City Clerk City of Atascadero, California. ORDINANCE NO. 226 AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF ATASCADERO AMENDING TITLE 8 OF THE ATASCADERO MUNICIPAL CODE BY THE ADDITION OF CHAPTER 12 RELATIVE TO EARTHQUAKE HAZARD REDUCTION IN EXISTING UNREINFORCED MASONRY BUILDINGS WHEREAS, the State of California has mandated that local governments shall establish an appropriate and suitable means of reducing the current level of hazard found in existing unreinforced masonry buildings; and, WHEREAS the City of Atascadero, in accordance with state law, has surveyed and identified probable unreinforced masonry buildings; and, WHEREAS, regulations relative to earthquake hazard reduction are categorically exempt from the California Environmental Quality Act. NOW THEREFORE, the City Council of the City of Atascadero, California, does ordain as follows: Section 1. Municipal Code Text Change: A new Chapter 12 is added to Title 8, "Building Regulations", as contained in the attached Exhibit "A", which is hereby made a part of this ordinance by reference. Section 2. Publication. The City Clerk shall cause this ordinance to be published once within fifteen ( 15) days after its passage in the Atascadero News, a newspaper of general circulation, printed, published, and circulated in the City in accordance with Section 36933 of the Government Code; shall certify the adopting and posting of this ordinance and shall cause this ordinance and this certification together with proof of posting to be entered into the Book of Ordinances of this City. Section 3. Effective Date. This ordinance shall go into effect and be in full force and effect at 12: 01 a.m. on the 31st day after its passage. Ordinance No. 226 Page 2 On motion by Councilman Lilley and seconded by Councilwoman Borgeson, the foregoing ordinance was adopted in its entirety by the following roll call vote: AYES: Councilmembers Nimmo, Dexter, Borgeson, Lilley and Mayor Lilley NOES: None ABSENT: None ADOPTED: August 27, 1991 CITY OF ATASCADERO ALDEN SHIERS, MAYOR ATTEST: -vp�&,Aj LEE RABOIN, City Clerk APPROVED AS TO FORM: ART R 14ONTANJON, C ty ttorney PREPARED BY: HENRY ENGE , Community evelopme t Director Ordinance No. 226 Exhibit A„ Page No. 1 [[Addition to Title 8 Table of Contents:]] CHAPTER 12. UNREIN"RCED 11A$ONRY BUILDIRGS 8-12.01--Adoption of the Unreinforced masonry Buildings Ordinance. 8-12.101. Purpose. 8-12.102. Scope 8-12.103. Definitions 8-12.104. Rating Classifications 8-12.105. general Requirements 8-12.106. Administration 8-12.107. Analysis and Design 8-12.108. Materials of Construction 8-12.109. Information Required on Plans. Ordinance No. 226 Exhibit "A" Page No. 2 TITLE 8 - BUILDING REGULATI0NS Chapter 12. Unreinforced Masonry Buildings 8-12.101. 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. Such buildings have been widely recognized as posing a threat to life because of a history of poor performance, i.e., 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), nor require disabled access or energy conservation alterations. 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 buildings 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. 8-12.102. ScoQe The provisions of this chapter shall apply to all unreinforced masonry buildings. Exceptions: A. This chapter 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. B. This chapter shall not apply to warehouses and similar buildings used for emergency services or supplies. (warehouses that have been converted to retail, office, commercial, or residential occupancies are not exempt). Ordinance No. 226 Exhibit "An Page No. 3 C. This chapter shall not apply to buildings owned by the Federal or state Government. (Buildings owned by local jurisdictions are not exempt). All conforming and legal nonconforming buildings that are required to be strengthened by alteration as a result of this chapter shall not be required to comply with current site improvement standards of the City of Atascadero Zoning Ordinance, including parking and landscaping. In the event a building owner does not agree with zoning or signage conditions, he or she may seek relief through appeal to the Planning Commission. 8-12.103. DEFINITIONS For purposes of this chapter, the applicable definitions in Sections 2302 and 2312 of the uniform 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. EZCEPTIONs A high risk building shall not include the following: A. 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 14 times the story height. 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 200 pounds per linear foot. 3. The area of reinforcing steel is less than 50 percent of that required by 8- 12.107. Ordinance No. 226 Exhibit 'A" Page No. 4 8-12.104. RATING CLASSIFICATIONS The rating classifications shown in Table No. 12- 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. SZCSPTION: For the purpose of this chapter, portions of buildings constructed to act independently when resisting seismic forces may be placed in separate rating classifications. 8-12.105. GENERAL REMIREMSNTS 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 each 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: 1. on or before January 1, 1994, 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 2. On or before January 1, 1994, a structural analysis and plans for the proposed structural alterations of the building necessary to comply with the minimum requirements of this chapter; or 3. On or before January 1, 1994, plans for the demolition of the building. After plans are submitted and approved by the Building Official, the owner shall obtain a building permit, commence and complete the required construction within the time limits set forth in Table No. 12-B. 8-12.106. ADMINISTRATION 1. Service of order. The Building Official shall issue an order, as provided in 8-12.106.(2), to the owner of each building within the scope of this chapter within sixty (60) days from the effective date of these regulations. 2. 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 8-12.105 which sets forth the owner s alternatives and time limits for compliance. Ordinance No. 226 Exhibit "A" Page No. 5 3. AVVeal Form Order. The owner or person in charge of or in control of the building may appeal to the Board of Appeals the Building Official's initial determination that the building is within the scope of this chapter. Such appeal shall be filed with the Board in accordance with TITLE 8 - BUILDING REGULATIONS 8-1.104.(e). Appeals or request for slight modifications from any other determinations, order or actions by the Building Official pursuant to this chapter, shall be made in accordance with the normal appeal procedures established in this code. 4. 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 12 - Earthquake Hazard Reductions in Existing Unreinforced Nasonry 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 12. 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 12 - Earthquake Hazard Reduction in Existing Unreinforced Nasonry Buildings. 5. 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 8-12.105, 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 ordered vacated, or by such additional time as may have been granted by the Appeals Board, the Building Official may order demolition of the building in accordance with the Abatement of Dangerous Building provisions in this code. 8-12.107. ANALYSIS AND DESIGN 1. 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 = ZCIW + We value of ZCI RW need not exceed the values set forth on Table 12-D. SZCEPTION: The Building Official, upon receipt of adequate justification prepared by a civil or structural engineer or architect licensed by the State of California, may accept structural analysis and design in accordance with the latest edition of the Uniform Code for Building Conservation, published by the International Conference of Building officials, as an alternate method of compliance with the provisions of this chapter. Ordinance No. 226 Exhibit "A" Page No. 6 2. Lateral Forces on Elements of Structures. Parts or portions of structures shall be analyzed and designed for lateral loads in accordance with 8-12.107(a) of the chapter and 2312(g) of the Uniform Building Code but not less than the value from the following equation: SaC8PTI0l�: Fp = ZICp wp (UBC 2312) Unreinforced masonry walls in buildings that are not of a Class I rating may be analyzed in accordance with Section 8-12.108. The value of Cp need not exceed the values set forth in Table 12-F. 3. 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. 12-F of this code and the equation Fp = ZECp wp as modified by Table No. 12-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. 4. 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. 5. Required Analysis. (a) general. Except as modified herein, the analysis and design relating to the structural alteration of existing structures within the scope of this chapter shall be in accordance with the analysis specified in Chapter 23 of the UBC. (b) Continuous Stress Path. A complete, continuous stress path from every part or portions of the structure to the ground shall be provided for the required horizontal forces. (c) Positive Connections. All parts, portions or elements of the structure shall be interconnected by positive means. 6. Analysis Procedures. (a) 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 8-12.108. (b) Connections. Materials and connectors used for interconnection of parts and portions of the structures shall conform to the Uniform Building Code. Nails may be used as part of an approved connector. Ordinance No. 226 Exhibit A" Page No. 7 (c) Unreinforced Masonry walls. Except as modified herein, unreinforced masonry walls shall be analyzed as specified in UBC Sections 2406, 2407 and 2408 to withstand all vertical loads as specified in Chapter 23 of the Uniform Building Code in addition to the seismic forces required by this chapter. The 50 percent increase in the seismic force factor for shear walls as specified in Section 2407 (h) 4F of the Uniform Building Code may be omitted in the computation of seismic loads to existing shear walls. No allowable tension stress will be permitted in unreinforced masonry walls. walls not capable of resisting the required design forces specified in this chapter shall be strengthened or shall be removed and replaced. SECSPTION: A. Unreinforced masonry walls in buildings not rated as a Class I building pursuant to Table No. 12-A may be analyzed in accordance with 8-12.108. B. 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. 7. Combination of vertical and Seismic forces. (a) 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 of the Uniform Building Code. (b) 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 8-12.108, 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. (c) 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. 8-12.108. NRTERxALs OF CONSTRUC'T'ION 1. 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. Ordinance No. 226 Exhibit "All Page No. 8 2, Existing Materials. (a) Unreinforced Masonry walls. Unreinforced masonry walls analyzed in accordance with this Section may provide vertical support for roof and floor construction and resistance to lateral loads. The facing and backing of such walls shall be bonded so that not less than 4 percent of the exposed face area is composed of solid headers extending not less than 4 inches into the backing. The distance between adjacent full-length headers shall not exceed 24 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. 12-G and the in-plane shear stresses due to seismic loads as set forth in Table No. 12-J. if the wall height-thickness ratio exceeds the specified limits, the wall may be supported by vertical bracing members designed in accordance with 8-12.108. The deflections of such bracing member at design loads shall not exceed one-tenth of the wall thickness. EZCEPTIONs The wall may be supported by flexible vertical bracing members designed in accordance with 8-12.107, 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. (b) 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 later load resisting system, provided that the stresses in these materials does not exceed the value shown in Appendix Table No. 12-H. 3. Strengthening of Existing Materials. New materials including wood shear walls may be utilized to strengthen portions of the existing seismic resisting systems in the described configurations provided that the stresses do not exceed the values shown in Table No. 12-I. Ordinance No. 226 Exhibit "A" Page No. 9 4. 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. 5. Minimum Acceptable Quality of Existina Unreinforced Masonry walls: (a) 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 special inspector certified to inspect masonry or concrete, and approved by the Building Official. At the conclusions of the inspections of, 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. (b) 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. (c) 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. Ordinance No. 226 Exhibit "A" Page No. 10 (d) 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 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. 6. 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. 7. Determination of Allowable stresses for Design Methods based on Test Results. (a) Design Shear Values. Design seismic in-plane shear stresses shall be substantiated by tests performed as specified in 8-12.108(5.c & d). Design stresses shall be related to test results obtained in accordance with Table No. 12-J. Intermediate values between 3 and 10 psi may be interpolated. (b) Design Compressions and Tension Values. Compression stresses for reinforced 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. Ordinance No. 226 Exhibit "A" Page No. 11 8. Tests Required. 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 joist framing into the wall and 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 pre-load of 300 lbs. prior to establishing a datum for recording elongations. The tension test load reported shall be recorded at one-eighth inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be reported. The report shall include the test results as related to the wall thickness and joist orientation. The allowable resistance value of the existing anchors shall be 40 percent of the average of those tested anchors having the same wall thickness and joist orientation. 9. Test Procedures. 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 20 percent of the average of the ultimate loads. 8-12.109. INFORMA!CIom RBOUIRBD ON PLANS. 1. 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. 2. construction Details. The following requirements with appropriate construction details shall be made part of the approved plans: (a) All unreinforced masonry walls shall be anchored at the roof level by tension bolts through the wall as specified in Table 12-1, 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 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 8-12.108(8.) 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 12-1 may be used. Alternative devices to be used in lieu of tension bolts for masonry gall anchorage shall be tested as specified in 8-12.108(9.). Ordinance No. 226 Exhibit 'A" Page No. 12 (b) Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or by addition of new materials. (c) where trusses and beams other than rafters or joists are supported on masonry, ledgers or columns shall be installed to support vertical load of the roof or floor members. (d) 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. (e) 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, and approved by the Building Official. At the conclusion of the project, the inspector shall submit a written report to the Building Official setting forth the portion of work inspected. (f) Repair details shall be prepared for any cracked or damaged unreinforced masonry wall required to resist forces specified in this Chapter. 3. Existing Construction. The following existing construction information shall be made part of the approved plans: (a) The type and dimensions of existing walls and the size and spacing of floor and roof members. (b) The extent and type of existing wall anchorage to floors and roof. (c) The extent and type of parapet corrections, if any, which were performed in accordance with the uniform Building Code. (d) Accurately dimensioned floor plans and masonry wall elevations showing dimensioned openings, piers, wall thickness and heights. (e) The location of cracks or damaged portions of unreinforced masonry walls requiring repairs. (f) The type of interior wall surfaces and whether reinstalling or anchoring of ceiling plaster is necessary. (g) The general condition of the mortar joints and whether the joints need pointing. Ordinance No. 226 Exhibit ^A" Page No. 13 TABLE NO. 12—A RATING CLASSIFICATIOMS TYPE OF BUILDING CLASS Essential Building I High Risk Building II APPENDIX TABLE NO. 12—B TIME LIMITS FOR COMPLIANCE Bldg. Permit Fran Date Of submittal Dead- Issuance Deadline Rating Occupant line for Rehab. for strengthening Camence Complete Classifica- Load Plans or Demolition within within tion I Any January 1, 1994 January 1, 1996 180 Days 2 years Ii Any January 1, 1994 January 1, 1996 180 Days 2 years APPENDIX TABLE NO. 12-C (NOT USED] Ordinance No. 226 Exhibit "A Page No. 14 TABLE 12-D HORIZONTAL FORCE FAC'T'ORS BASED ON RATING CLASSIFICATION RATING CLASSIFICATION ZCI RN I 0.229 II 0.183 TABLE NO. 12-E HORIZONTAL FORCE FACTORS ^ZI" FOR PARTS OR PORTIONS OF STRUCTURES RATING CLASSIFICATION 81 I 0.50 II 0.40 Ordinance No. 226 Exhibit "A" Page No. 15 TABLE 12-F HORISOWZAL FORCE FACTOR Cp Applicable to Rigid Items S[.SEEE'J!S OF STRUCTURES AND HERNMTKKIVILMRAL VALUE OF Cp C06@ONEMS See Section 8.12.106(2) for use of Cp. See Im Tahip Up 93-P (19W for fnatnotp referan_es I. Part of Portion of Structure 1. Walls, including the following: a. Unbraced (cantilevered) parapets.. . . . . . .. . .. . . . . . . . . . . . . . .. . 2.00 b. Other exterior wails above the ground floor.. .. .. .. . . . . .. . . 0.75 c. All interior bearing and nonbearing walls and partitions.. . . . . .. . . 0.75 d. Masonry or concrete fences over 6 feet high. .. . . . . . . . . .. . . . . . . . . . 0.75 2. Penthouse (except where framed by an extension of the building frame). . . . . . . . .. . . . . • . . . . . . . . . . . . 0.75 3. Connections for prefabricated structuralelements other than walls, with force applied at center of gravity. ... . . . . .. . . ... .. . . .. .. . . . . . 0.75 4. Diaphragms. .. .. . . . . ... . . . .. . . .. .. . . .. . .. .. . . ... . .. . . . . . . . . . . . . . . . . . . .. -- II. Nonstructural Components 1. Exterior and interior ornamentations and appendages... .. . . . . . . .. . . . . . . 2.00 2. Chimneys, stacks, trussed towers, and tanks on legs. a. supported on or projecting as an unbraced cantilever above the roof more than one-half its total height. . . . .. . . . . .. 2.00 b. All others, including those supported below the roof with unbraced projection above the roof less than one-half its height, or braced or guyed to the structural frame at or above its center of mass.. . . . . .. . . . . . . . . . . ... . . .. . .. .. . . . . .. . .. . . 0.75 3. Signs and billboards.. . . .. . . . . . ... . 2.00 4. Mechanical, plumbing and electrical equipment and machinery and associated piping. . .. .... . . . . . . . . . .. 0.75 5. Tanks and vessels (plus contents), including support systems and anchorage. . . ... . .... . . . ... ... . . .. . . . . . . . .. .. . ... . ... . . . . .. . . . 0.75 6. Storage racks (include contents).. . .. ... . . . .. . . . . . .... . . . .. . . . . .. . . 0.75 7. Anchorage for permanent floor-supported cabinets and bookstacks more than 5 feet in height (includes contents).. .. ...... . . . 0.75 S. Anchorage for suspended ceilings and light fixtures - see also Section 4701(e). . .. . . . .. . . ... . .. . . .. . ... . . .. . . . . . . .. . . . . . . . . . . . .. . .. . . 0.75 9. Access floor systems. .. .. . . . .. . .. . . . . . . . ... . .. . .. ... . . . . . . . . . . .... . . 0.75 Ordinance No. 226 Exhibit "All Page No. 16 TABLE NO. 12-G ALLONABLE VALUE OF NEXOMT-THUMESS RATIO OF UNREINFORCED MASONRY NALLS WITH KXNINUN QUALITY MORTAR (1) (2) VMLL LOCATION BUILDINGS WITH CROSSIMI" ALL OTHER AS DEFINED BY SECTION AC2403 BUILDINGS 'falls of One Story Buildings 16 13 First story Mall of Multi-Story 16 15 Buildings stalls in TOP Story Of Multi-story 14 g Buildings All Other Malls 16 13 (1) Minim quality Mortar shall be determined by laboratory testing in accordance with section 8.12.108(5). (2) Appendix Table 12-9 is not applicable to buildings of rating Classification I. halls of buildings within rating Classification I shall be analysed in accordance with Section 8.12.107(6). Ordinance NO. 226 Exhibit "A" Page NO. 17 TABLE NO. 12—H VALVES FOR EXISTING NATEUTAW EXISTING NaTSRIAW OR CONFIGURATION OF JULTERIALS *(I) ALLAMBL.E VALUES 1. HORIZONTAL DIAPHRA®tS a. Roofs with straight sheathing and roofing 100 lbs. per foot for seismic applied directly to the sheathing. shear. b. Roofs with diagonal sheathing and roofing 400 lbs. per foot for seismic applied directly to the sheathing. shear. C. Floors with straight tongue and groove 150 lbs. per foot. sheathing. d. Floors with straight sheathing and finished 300 lbs. per foot for seismic wood flooring. shear. e. Floors with diagonal sheathing and finished 450 lbs. per foot for seismic wood flooring. shear. f. Floors or roofs with straight sheathing and Add 50 lbs. per foot to the plaster applied to the joist or rafters. *(2) allowable values for Items Is and lc. 2. SHEAR aALLS Wood stud walls with lath and plaster. 100 lbs. per foot each side for seismic shear. 3. PLAIN CONCRETE FOOTINGS. f = 1500 psi unless otherwise shown by tests. 4. DOUGLAS FIR WOOD. Allowable stress same as no. 1 D.F. *(3) 5. REINFORCING STEEL. f = 18,000 lbs. per square inch maximum. *(3) 6. STRUCTURAL STEEL. f = 20,000 lbs. per square inch maximum. *(3) (1) Material must be sound and in good conditions. (2) The roof lath and plaster must be re-attached to existing joists or rafters in a manner approved by the Building Official. (3) Stresses given may be increased for combinations of loads as specified in Section 8.12.107(7)(b). Ordinance No. 226 Exhibit A' Page No. 18 TABLE 110. 12-I ALLOWABLE VALUES OF NEN MATERIALS USED IN COWUNCTION WITH EXISTING CONSTRUCTION (1) EXISTING MATERLALS OR ALLOIWBLE VALUES CONFIGURATION OF MATR XALS (1) FROM UBC TABLES 1. HORIZONTAL DIAPHRAGMS Plywood sheathing applied directly over existing Same as specified in Tables No. 25-1 straight sheathing with ends of plywood sheets of the USC for blocked diaphragms. bearing on joists or rafters and edges of plywood located on center of individual sheathing boards. 2. SHEAR MALLS a. Plywood sheathing applied directly over Same as values specified in Tables existing wood studs. No value shall be 25-K of the UBC. given to plywood applied over existing plaster or wood sheathing. b. Drywall or plaster applied directly over 75% of the values specified in Table existing wood studs. No. 47-1 of the UBC. 3. SHEAR BOLTS Shear bolts and shear dowels embedded a minimum 100% of the values for solid masonry of 8 inches into unreinforced masonry walls. specified in Table no. 24E of UBC. Bolt centered in a 2h inch diameter hole with No values larger than those given dry-pack or non-shrink grout around for k inch bolts shall be used. circumference of bolt or dowel *(1) 4. TENSION BOLTS Tension bolts and tension dowels extending 1200 lbs. per bolt or dowel. entirely through unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 sq. inches of area. *(2) 5. MALL ANCHORS (8-12.109(2)(a)) a. Bolts extending to the exterior face of 600 lbs. per bolt. the wall with a 24 inch round plate under the head. Installed as specified for shear bolts. Spaced not closer than 12 inches on centers. *(1)(2) b. Bolts or dowels extending to the exterior 1200 lbs. per bolt or dowel. face of the wall with a 2; inch round plate under the head and drilled at as angle of 22h degrees to the horizontal. installed as specified in shear bolts. *(l)(2) Ordinance No. 226 Exhibit "A" Page No. 19 TABLE 12—I — COST'D 6. INFII.LED WALLS Reinforced masonry infilled openings in existing Same as values specified unreinforced masonry walls with keys or dowels to for unreinforced masonry walls. match reinforcing. 7. RHXNFORCBD MASONRF Masonry piers and walls reinforced per Section 2407 Same values as specified in of the UBC. Chapter 24, UBC. 8. REINFORCED CONCRETE Concrete footings, walls, and piers reinforced as Same values as specified in specified in Chapter 26 of the UBC and designed for Chapter 26, UBC. tributary loads. 9. EXISTING FOUIIDATION LOADS Foundation loads for structures exhibiting no Calculated existing foundation evidence of settlement. loads due to maximum dead load plus live load may be increased 25% for dead load and may be increased 50% dead load plus seismic load required by this Division. NOTES: (1) Holts and dowels to be tested as specified in Section 8.12.107(6) (2) Bolts and dowels to be 1/2 inch minimum in diameter. Ordinance No. 226 Exhibit "A" Page No. 20 TABLE 12-J AtZArIABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY MALL Eighty Percent of Average Test Results of Cores in Seismic in-plane Shear Test Results In PSI PSI based on Gross Area (1) Not Less Than 30 plus axial stress 20 3 psi 40 plus axial stress 27 4 psi 50 plus axial stress 33 5 psi 100 plus axial stress 67 or more 10 psi max or more (1) Allowable shear stress may be increased by addition of 10% of the axial stress due to the weight of the wall directly above. Ordinance No. 226 Exhibit "A" Page No. 21 GXJDSSARY OF SIMlOLS AND NOTATIONS C = Numerical coefficient as specified in UBC Section 2312 (e) 2B. CP Numerical coefficient as specified in UBC Section 2312 (g) and given in Table No. 23-P. f.0 = Specified compressive strength of concrete, psi. Fp = Lateral forces on a part of the structure. fT = That portion of the base shear, V, considered concentrated at the top of the structure in addition to Fn. hN - Height in feet above the base to Level i, n, or x respectively. I = Importance Factor given in UBC Table No. 23-L. % = Numerical coefficient given in Tables 23-0 and 23-Q of UBC. V = The total design lateral force or shear at the base. M _ The total seismic dead load as defined in UBC Section 2312(e)1. NP = The weight of an element or component. 8 = Numerical coefficient of 0.40 for Seismic Zone 4.