Loading...
HomeMy WebLinkAboutCC Reso No 1989-50RESOLUTION NO. 89- 50 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF LAKE ELSINORE, CALIFORNIA, ESTABLISHING POLICY RELATING TO SEISMIC HA2ARD YDENTIFICATION AND REDUCTION PROGRAM. ' WHEREAS, the State of California Legislature in 1986 adopted SB-547 requiring all jurisdictions in Seismic Zone Four to inventory all buildings with unreinforced masonry walls and develop a hazard mitigation program; and WHEREAS, it is the Council's intent in adopting the policy contained herein to identify and promote public safety by reducing the risk of death or injury that may result from the effects of earthquakes on buildings that have been identified as potentially hazardous. NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of Lake Elsinore, California, does hereby establish the policy relating to seismic hazard identification and reduction program, as follows: POLICY The provisions of these sections are minimum standards for structural seismic resistance established primarily to reduce the risk of loss of life or injury and will not necessarily prevent loss of life or injury or prevent earthquake damage to an exist- ing building wlxich complies with these sections. 1.0 SCOPE OF PROGRAM A. Scope. Building defined as "potentially hazardous" may have the hazard mitigated by strengthening or removal. Exception: Residential structures containing five (5) or less dwelling units. 2.0 BUILDING CATEGORIES AND IMPLEMENTATION SCHEDULE A. Buildina Cateaories. The categories of buildings within the scope of this policy are set forth in the building survey attached. B. Owner Notification. The owners of buildings listed on the building survey shall be notified by the Building and Safety Department that they own a potentially hazardous 1 structure. They also will be informed that the Building Department can provide information and standards regarding retrofit of these buildings. C. Imnlementation. The owners of building must submit engineering reports, plans for correction and mitigate the hazard only when structural alterations are done to the building. Documentation acceptable to the Building Official shall be submitted relative to exempt buildings. The Building Official may require additional tests, _. inspections or reports to substantiate the exemption. 3.0 DEFINITIONS A. "Bearina wall" means any wall supporting a floor or roof where the total superimposed load exceeds one hundred (100) pounds per linear foot, or any unreinforced masonry wall over six (6) feet in height supporting its own weight. B. "BUildina", for the purpose of determining occupant load, means any contiguous or interconnected structure; for purposes of engineering evaluation, means the entire structure or a portion thereof which will respond to seismic forces as a unit. u C. "Civil engineer or structural engineer means a licensed civil or structural engineer registered by the State of California pursuant to the rules and regulations of Title 16, Chapter 5 of the California Administrative Code. D. "Occunants1° means the total occupant load of a building determined by Table 33-A of the current edition of the Uniform Building Code. E. "Unreinforced Mason URM " building means any building containing walls constructed wholly or partially with any of the following materials: 1. Unreinforced brick masonry 2. Unreinforced concrete masonry 3. Hollow clay tile 4. Adobe or unburned clay masonry 4.0 STRENGTHENING. Strengthening of unreinforced masonry bearing wall building. 4.1 SCOPE. The requirements of this section shall apply to all building or all unreinforced masonry bearing wall structures. Exception: This section shall not apply to residential structures containing five (5) or less dwelling units. 4.2 ALTERNATE MATERIALS. Alternate materials, designs and methods of construction may be approved by the Building Official in accordance with this code. 4.3 DEFINITIONS A. "Cross Walls" are interior walls of masonry or wood frame construction with surface finish of wood lath and plaster or minimum 1/2" gypsum wall board. Such walls shall be full story height with a minimum length of 1 1/2 times the story height. Cross walls shall be spaced less than 2 40 feet apart in each story. B. "Essential Facilities" are those structures or buildings housing an occupancy or use classified as essential facilities under the earthquake regulations of the Building Code. C. "Unreinforced Masonrv Bearina 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 the Building Code. 4.4 HISTORIC BUILDINGS A. General. A historic building or structure may comply with the special provisions set forth in this section and the State Historic Building Code. B. Unburned Clav Masonrv 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. Minimum beam depth shall be 6 inches and a minimum width of 8 inches less than the wall width. Minimum wall thickness shall be 18 inches for exterior bearing walls and 10 inches for adobe partitions. No adobe structure shall exceed one story in height unless the historic evidence indicates a two story height. In such cases the heiqht to thickness ratio shall be the same as above for the first floor based on the total two story height and the second floor wall thickness shall not exceed the ratio 5 by more than 20 percent. Bond beams shall be provided at the roof and second floor levels. 2. Foundation footings shall be reinforced concrete under newly reconstructed walls and shall be 50 percent wider than the wall above, soil conditions permitting, except that the foundation wall may be 4 inches less in width than the wall if a rock, burned brick, or stabilized adobe facing is necessary to provide authenticity. 3. New or existing unstabilized brick and adobe brick masonry shall test to 75 percent of the compressive strength required by the Building Code for new material. Unstabilized brick may be used where existing bricks are unstabilized and 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 stabilization as the brick in lieu of cement mortar. 5. Nominal tension stresses due to seismic forces normal to the wall may be neglected if the wall meets thicknesses requirements and shear values allowed by 3 this subsection. C. Archaic Materials. Allowable stresses for archaic materials not specified in this code shall be based on substantiating research data or engineering judgment with the approval of the Buildinq Official. 4.5 ANALYSIS AND DESIGN A. General. Every structure within the scope of this section 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 the following equation: V+IKCSW (A1-1) The value of KCS need not exceed the values set forth in Table Al-A based on the seismic zone as determined by the Building Code, The I factor shall be as specified in Table A1-B. The value of W shall be as set forth in the Building Code. B. Lateral Forces on Elements of Structures. Parts or portions of buildings and structures shall by analyzed and designed for lateral loads in accordance with Section 23 of the Building Code but not less that the value for the following equation: Fp= ICpSWp (A1-2) For the provisions of this section, the product of IS need not exceed the values as set forth in Table A1-C, The value of Cp and Wp shall be as set forth in the Building Code. Exception: Unreinforced masonry walls in buildings not required to be designed as an essential building may be designed in accordance with Section 4.6. C. Anchoraae 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 Section 23 of this Code and the equation Fp=2Cp SWp as modified by Table No. A1-C. Minimum anchoraqe 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 ReAair. Alterations and repairs required to meet the provisions of this resolution shall comply with all other applicable requirements of the Building Code unless specifically provided for in this section. E. Reauired Analysis. 1. General. Except as modified herein, the analysis and design relating to the structural alteration of existing structures with the scope of this section shall be in accordance with he analysis specified in Chapter 23 of the Building Code. 2. Continuous Stress Path. A complete, continuous stress path from every part or portion of the 4 structure to the ground shall be provided for the required horizontal forces. 3. Positive Connections. All parts, portions or ele- ments of the structure shall be interconnected by positive means. F. Analvsis 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 Code and those materials and types of construction specified in Section 4.6. 2. Connections. Materials and connectors used for interconnection of parts and portions of the structure shall conform to the Building Code. Nails may be used as a part of an approved connector. 3. Unreinforced Masonrv Walls. Unreinforced masonry walls shall be analyzed as specified in the Building Code to withstand all vertical loads as specified in Chapter 23 of the Building Code in addition to the seismic forces required by this section. Such walls shall meet the minimum requirements set forth in the Building Code. The 50 percent increase in the seismic force factor for shear walls as specified in Table 24-H of the 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 section shall be strengthened or shall be removed and replaced. Exceptions• a. Unreinforced masonry walls in buildings not classified as an essential building may be analyzed in accordance with Section 5.7. b. 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 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 Chapter 23 0£ the Building Code. 2. Existina Materials. When stress 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 Building ~ Code may be increased 100 percent. However, no increase will be permitted in the stresses allowed in Section 4.6. The stresses in member due only to seismic and dead loads shall not exceed the values permitted by Chapter 23 of the Building code. 3. Allowable Reduction of Bendina Stress bv Vertical Load. In calculating tensile fiber stress, stresses 5 may be reduced by the vertical dead loads. 4.6 MATERIALS OF CONSTRUCTION full direct stress due to A. General. All materials permitted by this Code including their appropriate allowable stresses and those existing configurations of materials specified herein may be utilized to meet the requirements of this section. B. Existina Materials. 1. Unreinforced Masonrv 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 bonding of such walls shall be as specified in the Building Code. Tension stresses due to seismic forces normal to the wall may be neglected if the walls do not exceed the height or length to thickness ratio set forth in Table A1-D and the in-plane shear stresses due to seismic loads as set forth in Table No. Al-G. If the wall height-thickness ratio exceeds the specified limits, the wall may be supported by vertical bracing members designed by the requirements of Chapter 23 of the Building Code. 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 this section 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 member shall not exceed one-half the unsupported height of the wall or ten feet. 2. Special Provisions for Hollow Clav Tile Wall Buildinas, Bearing walls of hollow clay tile may be used to resist lateral forces under the following conditions: a. Walls shall meet the height to thickness ratio required for masonry walls as set forth in Table A1-D. b. Where hollow clay tile walls are constructed of more than one wythe the wythes shall be stitched together with anchors not exceeding 24 inches on center in each direction. - c. The allowable shear stress in hollow clay tile walls shall not exceed 3 psi unless justified by i tests as specified for brick masonry walls. 3. Snecial Provisions for Unreinforced Concrete Block Masonrv Walls. Bearing walls of unreinforced concrete block may be used to resist lateral forces under the following conditions: a. Walls shall meet the height to thickness ratio 6 required in Table A1-D. b. The allowable shear stress in unreinforced con- crete block walls shall not exceed 5 psi unless justified by tests as required in Section d. below and Table No. A1-E. 4. Existina Roof, Floors. Walls, Footinas, and Wood Framina. 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 no exceed the values shown in Table No. A1-E. C. Strenathenina of Existina 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 A1-F. D. Minimum Acceptable 4ualitv of Existin4 Unreinforced Masonrv 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 Section. Al1 masonry quality shall equal or exceed the minimum standards established herein or shall be removed and replaced 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 Special Inspector. At the conclusion of the inspection, the inspector shall submit a written report to the person 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 Section by a testing agency. An accurate record of all such tests and their location in the building shall be recorded and these results shall be submitted to the Building Official for approval as part of the structural analysis. 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 person 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 7 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 axis of the applied load. The mortar joint tested in shear shall have an average ultimate stress based 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. E. Testina 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 steelo F. Determination of Allowable Stresses for Desian Methods Based on Test Results. 1. Desian Shear Values. Design seismic in-plane shear stresses shall be substantiated by tests performed as specified in Items 3 and 4 above. Design stresses shall be related to test results obtained in accordance with Table A1-G. Intermediate values between 3 and 10 psi may be interpolated. 2. Desian 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. 1 G. Five percent of the existing rod anchors utili2ed as all or part of the required wall anchors shall be tested in pullout by a testing laboratory approved by the Building Official. The minimum number tested shall be four per floor with two tests at walls with joists parallel to the wall. The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. The rod anchor shall be given a preload of 300 lbs prior to established 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 8 joist orientationa 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. H. 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 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. 4.7 INFORMATION REQUIRED ON PLANS A. General. In addition to the seismic analysis required elsewhere in this Section, the person responsible for the seismic analysis of the building shall determine and record the information required by the section on the approved plans. B. Construction Details. The following requirements with appropriate construction details shall be made part of the approved planse 1. All unreinforced masonry walls shall be anchored at the roof level by tension bolts through the wall as specified in Table A1-F, or by approved equivalent at the 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 this section. When access to the exterior face of the masonry wall is prevented by proximity of an existing building, wall anchors conforming to Item 5 in Table A1-F inay be used. Alternative devices to be used in lieu of tension bolts for masonry wall anchorage shall be tested as specified in Item H of this Section. 2. Diaphragm chord stresses of horizontal diaphragms shall be developed in existing materials or by addition of new materials. 3. Where trusses and beams other than rafters or joists are supported on masonry, columns or ledgers 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 section 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 cement mortar. Prior to any pointing, the wall surface shall have 9 loose and deteriorated mortar removed. All preparation and pointing shall be done under the continuous inspection of a Special Inspector. 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 of any cracked or damaged unreinforced masonry wall required to resist forces specified in this section. C. Existina Construction. The following existing con- ' struction 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 inembers. 2. The extent and type of existing wall anchorage to floors and roof. 3. The extent and type of any parapet or other corrections which were previously performed. 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 if reinstalling or anchoring of ceiling plaster is necessary. - 7. The general condition of the mortar joints and if the joints need pointing. 10 TABLE N0. A1-A HORIZONTAL FORCE FACTORS BASED ON OCCUPANT LOAD OCCUPANT LOAD Building with an occupant load greater than 100 Al1 others TABLE A1-B I FACTOR OCCUPANCY CKS 0.133 0.100 FACTOR Essential 1.5 Occupancies All others 1.0 TABLE N0. A1-C HORIZONTAL FORCE FACTORS "IS" FOR P11RTS OR PORTIONS OF STRUCTURES RATING CLASSIEICATION IS Essential Buildings 1.50 Buildings with an Occupant load of greater than 100 1.00 All others 0.75 TABLE N0. A1-D ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM OUALITY MORTAR (1) (2) BUILDINGS WITH CROSSWAI,LS AS ALL OTHER DEFINED BUILDINGS Walls oP One Story Buildings 16 13 Eirst Story Wall of Multi-Story Buildings 16 15 Walls in Top Story of Multi-Story Buildings 14 9 All Other Walls 16 13 Notes: - (1) Minimum quality mortar shall be determined by laboratory testing in accordance with this section. (2) Table A1-D is not applicable to buildings classi£ied as essential. Such buildings shall be analyzed in accordance with Section 806. 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. 11 TABLE N0. A1-E VALUES FOR EXISTING MATERIALS(11 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. 100 lbs. per foot for seismic shear 400 lbs. per foot for ~ seismic shear c. Floors with straight tongue and groove sheathing. d. Floors with straight sheathing and finished wood flooring. e. Floors with diagonal sheathing and finished wood flooring. 150 lbs. per foot for seismic shear 300 lbs. per foot for seismic shear 450 lbs, per foot for seismic shear f. Floors or roofs with Add 50 lbs. per foot straight, sheathing and plaster to the allowable values for applied to the joist or items l.a and l.c 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 100 lbs, per foot each side for seismic shear. ° f'=1500 psi unless otherwise shown by tests. Allowable stress same as No. 1 D.F. (3) f= 18,000 lbs. per square inch maximum. (3) -° f = 20,000 lbs. per square inch maximum. (3) Notes: (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 106. 12 . TABLE N0. A1-F ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION 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 ALLOWABLE VALUES Same as specified in Table No. 25-J o£ the Building Code for blocked diaphragms. a. Plywood sheathing applied Same as values directly over existing wood specified in Table studs. No value shall be given No. 25-K of the to plywood applied over existing of the Building Code plaster or wood sheathing. for shear walls. b. Dry wall or plaster applied directlyover existing wood studs. c. Dry wall or plaster applied to plywood sheathing over existing wood studs. 3. SHEAR BOLTS Shear bolts and shear dowels embedded a minimum o£ 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 bolt or dowel. (1)(3) 4. TENSION BOLTS Tension bolts and tension dowels extending entirely through unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 sq. inches of area. (2) (3) 5. WALL ANCHORS (Sec. 108 (b)) a. Bolts extending to the exterior face of the wall with a 2 1/2 inch ' round plate under the head. __ Install as specified for shear bolts. Spaced not closer than 12 inches on centers. (1) (2) (3) 75 per cent of the specified in table No. 47-I of the Building Code. 33 1/3 percent of the values speci£ied in Table No. 47-I of the Building Code. 100 percent of the values Por plain masonry in Table No. 24-G of the Building Code. No values larger than those given for 3/4 in. dia. bolts •~ shall be used. 1200 lbs. per bolt or dowel. b. Bolts or dowels extending to the exterior face of the wall with a 2 1/2 inch round plate under the head and drill at an angle of 22 1/2 degrees to the horizontal. Installed as specified for shear bolts, (1) (2) (3) 600 lbs. per bolt. 1200 lbs. per bolt or dowel. 13 TABLE NO. A1-F (continued) 6. INFILLED WALLS Reinforced masonry infilled openings in existing unrein- forced masonry walls with keys or dowels to match reinforcing. 7. REINFORCED MASONRY Masonry piers and walls reinforc~d per Chapter 24 of the Building Code. 8. REINFORCED CONCRETE Concrete footings, walls and piers reinforced as specified in Chapter 26 and designed for tributary loads. Same as values specified for unreinforced masonry walls. Same as values specified in Table No. 24-B of the Building Code. Same as values specified in Chapter 26 of the Building Code. 9. EXISTING FOUNDATION LOADS Foundation loads for struc- tures exhibiting no evidence of settlement. Calculated existing foun- dation loads due to maxi- mum dead load plus live load may be increased 25 percent dead load, and may be increased 50 per- cent for dead load plus seismic load required by this section. _ Notes: (1) (2) (3) Bolts and dowels to be Bolts and dowels to be Drilling for bolts and electric rotary drill. for drilling holes or tested as specified 1/2 inch minimum in dowels shall be done Impact tools shall tightening anchor and in Sec. 107 diameter. with an not be used shear bolt nuts. TABLE NO. A1-G ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS SHEAR TESTS Eighty percent of test results in psi not less Average test results of cores in psi Seismic in-plane area (1) than 30 plus axial stress -- 40 plus axial stress 50 plus axial stress 100 plus axial stress or more 20 27 33_ 67 or more 3 psi 4 psi 5 psi 10 psi maximum (1) Allowable shear stress may be increased by addition of 10% of the axial stress due to the weight of the wall directly above. 14 PASSED, APPROVED, AND ADOPTED this 24th day of October 1989, upon the following vote: AYES: COUNCILMEMBERS: BUCK, DOPIIPIGUEZ, STARKEY, k~ASHBURN, 4!INKLER NOES: COUNCILMEMBERS: NONE ABSENT: COUNCILMEPIBERS: NONE ABSTENTIONSa COUNCILP1EMBERS: NONE ~ 'm Winkler, yor City of Lake Elsinore T~ST: ~. Vicki L. Kasad, City Clerk APPROVED ~$ ~O FORM AND LEGALITY: Johri R. 'Ha'rper, ity~:ftorney 15 STATE OF CALIFORNIA ) COUNTY OF RIVERSIDE ) SS: CITY OF LAKE ELSINORE ) I, Vicki Lynne Kasad, City Clerk of the City of Lake Elsinore, DO ~E~~BY CERm2FV ±rat. the foregoing Resolution duly adopted by the City Council of the City of Lake Elsinore at a regular meeting of said Council on the 24th day of October, 1989, and that it was so adopted by the following vote: AYES: COUNCILMEMBERS: BUCK, DOMINGUEZ, STARKEY WASHBURN, WINKLER NOES: COUNCILMEMBERS: NONE ABSENT: COUNCILMEMBERS: NONE AEuTAIN: COUNCILMEMBERS: NONE f C I Ll i`` KA D, C TY CLERK CITY OF LA E ELSINORE (SEALj STATE OF CALIFORNIA ) COUNTY OF RIVERSIDE ) SS: CITY OF LAKE ELSINORE ) I, Vicki Lynne Kasad, City Clerk of the City of Lake Elsinore, DO HEREBY CERTIFY that the above and foregoing is a full, true and correct copy of Resolution No. 89-50 of said Council, and that the same has not been amended or repealed. D ED: Octcber 25, 1989 ~ VICKI LYNSYE SAD, CITY CL RK CITY,OF LAK .LSINORE (SEAL)