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HomeMy WebLinkAboutAGENDA REPORT 1990 0321 CC REG ITEM 09Crll 'FR0t1 PAUL W. LAWRASON, Jr. Mayor SCOTT MONTGOMERY Mayor Pro Tom ELOISE BROWN Counciimember CLINT HARPER, Ph.D. Counollmember BERNARDO M. PEREZ Councilmember LILLIAN KELLERMAN Giy Cleric TO: FROM: DATE: SUBJECT: MOORPARK MEMORANDUM ITEM � STEVEN KUENY City Manager CHERYLJ. KANE City Attorney PATRICK RICHARD% A, I.C.P. Director of Community Development R. DENNIS DELZE(T City Engineer JOHN V. GILLESPIE Chief of Police RICHARD T. HARE City Treasurer The Honorable City Council Patrick J. Richards, Director of Community Development March 7, 1990 (CC of 3,,21/90) ABATEMENT OF HAZARDOiJ` UNREINFORCED MASONRY BUILDINGS On December 6, 1989 the City Council directed staff to draft an ordinance requiring structural upgrade of hazardous unreinforced masonry buildings. An ordinance is proposed which requires that identified buildings be structurally analyzed by a registered ar- chitect or engineer and structurally upgraded if necessary. Back round Widespread concerns over eart), quake safety caused the state legislature to pass SB547 which is summarized in staff report dated November 20, 1989 (see Exhibit "1 "). This law requires the City to establish an Unreinfozced Masonry Mitigation program. The law does not specify the nature of this program except that it requires that owners of unreinforced masonry buildings be notified of their building's potentially hazardous status. Al- though the law does not specify a program, the Seismic Safety Commission does recommend a model ordinance that it developed working with the engineers of the City of Los Angeles (see Ex- hibit "l "). The proposed ordinance is based upon this model or- dinance but it also incorporates certain changes and revisions that the City of Los Angeles has made after several years of ex- perience with their mitigation program involving some ten - thousand buildings. The primary difference between the ordinance and the model ordinance, is that the Proposed p contains provisions for analyzing and upgrading masonry veneersCe 798 Moorpark Avenue M -� —`- — oorPark, t;alifomia 93021 (805) 529 -6864 TO: The Honorable City COUI)Ci l FROM: Patrick J. Richards, 11rector of Community Development Date: March 7, 1990 SUBJECT: ABATEMENT OF HAZARDOU, UNREINFORCED MASONRY BUILDINGS Page -2- Discussion The continued use of unreinforced masonry buildings constitutes a potential hazard to life safety. The proposed ordinance re- quires that building owners submit a structural analysis showing the building to meet minimum requirements or a structural analysis with plans for structural upgrade or plans for the demolition of the building within 270 days of the date notice was served. The owner then must obtain a building permit within one Year from the date that notice was served. Upon obtaining a per- mit the owner then must begin construction within 180 days from the date the permit was issued.. The construction must be com- plete within three years from the date of notice. Extensions of these time limits are possible if wall anchors are installed within the first year. This is because wall anchors are the single most critical comporent of unreinforced masonry strengthening. The cost of repairs under this ordinance has been in a range from five dollars to fifteen dollars oer square foot of the building. The most common repairs that re!_ult from the enforcement of this ordinance are: 1. The installation of anchors which provide a positive connection between the wall and the roof frame. Typical URM buildings have no such attachment. The frame of the roof rests in small recesses in the brick. w611. If the wall moves a few inches the roof collapses. 2. The bracing of wall parapets. The walls of many com- mercial buildings that rest at or near property line extend up beyond the roof about two or three feet. These "parapets" prevent fires from spreading fro; one structure to the next. Lin- reinforced parapets tend to fal off the building in earthquakes and have caused deaths in the pa . 3. Solidly sheathing roof, or floors. The roofs of older buildings are more flexible thz:,, the roofs of newer buildings where plywood has been used. These flexible roof and floor diaphragms do not hold the tcpf; of unr �!Inforced walls in align- ment increasing there tendency t.:. fair. I3 TO: The Honorable City Cour.,c1 FROM: Patrick J. Richards, C.rector of Community Development DATE: March 7, 1990 SUBJECT: ABATEMENT OF HAZARDOUS UNREINFORCED MASONRY BUILDINGS Page -3- 4. Steal frames in large openings. Walls with large store -front windows or vehicle doors may not remain square when the earth moves side to side. S,.ich walls are sometimes made more ridged by placing a steal frame within the opening and embedding it in a new section of concrete oondaton. 5. Roofs are often suppor -ed on new columns placed next to the existing wall. 6. Walls may be strengthened by adding a new concrete or masonry wall next to the existin; wal..l. 7. The mortar holding mas_nr} units is sometimes partially scraped out and replaced. Alternatives A. Take no action. If Council rakes no action then it will fail to comply with the requirements of SB547 and a potentially hazardous condition will continue tc exist. B. Direct staff to implement "Notification Only" mitigation program. If Council limits the mitigation program to notifica- tion.only then it is likely that few, if any, of these buildings will be upgraded and the hazard will continue to exist. C. Adopt the draft ordinance requiring the strengthening of un- reinforced masonry buildings. D. Direct staff to revise tt,e raft ordinance Staff Recommended Action Introduce the ordinance requir:r:;, structural upgrade of unrein- forced masonry for first reading Attachments: 1. November 20, 1989 - Staff Report. 2. Draft Ordinance EN ELOISE BROWN Mayor BERNARDO M. PEREZ Mayor Pro Tom CLINT HARPER, Ph. D. Councilmember PAUL LAWRASON Councilmember SCOTT MONTGOMERY Councilmember RICHARD T. HARE City Treasurer TO: FROM: DATE U�W ���Nk ITEM-] STEVEN KUENY City Manager CHERYL J. KANE City Attorney PATRICK RICHARDS, A.I.C.P. Director of Community Development R. DENNIS DELZEIT City Engineer JOHN V. GILLESPIE Chief of Police M E !1 0 h; A N D U M The Honorable City Counc Patrick J. Richards, 2i r� t<,i ofd lommunity Development November 20, 1989 SUBJECT: ABATEMENT OF HAZARDOUS UNKEINFORCED MASONRY BUILDINGS c:Senate Bill 547 (see Exhibit "1') requires mitigation of hazards associated with unreinforced masonry buildings in areas subject to earthquakes. Unreinforced masonry buildings lave been identified in the City of Moorpark. A model ordinance is piepos +�d which requires structural upgrade of this type of potentially haz.ir+ s str'urure. Background Widespread concerns over earthquake safety caused the state legislature to pass SB547. This law requires every local jurisdiction in seismic zone 4 to identify all "potentially hazardous buildings" which are defined as buildings that contain walls constructed of brick or other masonry materials, and that are no` reinf,)rced. Such buildings, commonly called "unreinforced masonry buildings" io not. withstand earthquakes well, and they have caused many injuries and 4,eaths iab large earthquakes. Senate Bill 547 requires that Inc I jiirfs,iictions accomplish three tasks prior to January 1, 1990: Task One: Identify all '1I' buildings that are potentially hazardous. Task Two: Develop and iml emerlt n mitigation program to 'reduce the hazard. Task Three: Submit inforat oii in potentially hazardous buildings and hazard m7t gat:ion programs to the Seismic Safety Commission. Task One is complete. Staff h{ surveyed the City of Moorpark and identified certain buildings as pc, entfally hazardous. Council direction is sought in order to proceed wit'ii Task 'No; the development and implementation of a mitigation } riq, ran. - -- - - -- EXHIBIT 799 Moorpark Avenue Moorpark California 93021 (805) 529 -6864 TO: FROM: DATE: SUBJECT Page -2- The Honorable City Counc Patrick J. Richards, I)ir. t >i ()f :ommunity Development November 20, 1989 ABATEMENT OF HAZARDOUS W !'E' T YO14 J) 1ASONRY BUILDINGS Exhibit "2" to this report Cs summary of the completed survey of unreinforced buildings. A toti_i of soven (7) buildings have been identified as partially or entirely unreinforced masonry and therefore potentially hazardous. The st::ruc uses of greatest concern are a church and a theater which have high occ ;pansy loads and are classified as high risk buildings. The inclusion of lie hurch on this list is based upon an incomplete inspection. Staff ontiniaes to attempt to contact the responsible individuals in or de to gain access and complete the inspection. If the owners of the lu,r:ai building fail to cooperate in the completion of the survey inspect.i n t:lte,n it is recommended that they be required to demonstrate the struct , !-aG adequacy of the buildings under the provisions of the proposed ordirran Discussion The continued use of unreinforced masonry buildings constitutes a significant hazard to life safety. Mitigation of this hazard is necessary. The State of California Seismic: Safety Commission has developed a model ordinance requiring earthquake lu:zard reduction in existing buildings. This model ordinance is included a:- Exhibit "3" to this report. Senate Bill 547 requires that t::hc!s it.y develop and implement a mitigation program to reduce the hazard. ;B541 does not mandate any particular mitigation program. Mitigation rograms may involve a wide range of measures. The proposed ordinance . on »� aPl) roach which requires engineered structural upgrade of buildings i a- .()rd,trtre with a risk classification system. Staff Recommended Action Direct staff to draft an ordinanc based upon the State Seismic Safety Commission model ordinance requir ig st rt-i tural upgrade of unreinforced masonry buildings. M ,Exhibit The .. y� Senate tail! tier 547 EXHIBIT CHAPP Z 250 An act to add Chapter 12.2 (commencing with Section 8875) to Division 1 of Title 2 of the Gover tment Code, relating to seismic safety, and making an appropriat m therefor. (Approved by Governer lily 2 V986. Filed with Secretary of Stag July 3, 1 o, I LEGISLATIVE (- o '4St L 5; Dl ;EST SB 547, Alquist. Seismic sate ,. (l) Under existing law, the ')eismic Safety Commission is charged with the duty of establi:,hing programs for earthquake prediction and earthquake hazard mitigation and is required to prepare the California Earthquake Hazard Reduction Program in consultation with specified agenc is and groups. This bill would require the con mission to initiate a program of identifying potentially hazardo.,a buildings, as defined, by requiring local building departments of cities and counties by January 1, 1990, to identify al those buildings within their jurisdiction, to establish a mitigation program, as specified, and to report to the commission. The. bill would authorize local building departments to establish a schedtl lc of fees to recover the costs of identifying potentially hazardous t)uildings and carrying out other requirements of the bill. The bill Gould require the commission to prepare an advisory report for loci: jurisdictions containing criteria and procedures, as specified, by ')cpternber 1, 1987. The duties imp.»ed on local govem.;Iental ej�� oies by this bill would be state - mandated local programs, except ,, specifie + -I. The bill would appropriate S' `:,0,000 to the commission for preparation of the advisory repor (2) The California Constitutici requires the state to reimburse local agencies and school districts .Ir certain costs mandated by the state. Statutory provisions e h procedures for making that reimbursement. This bill would provide that rte, 1 -rib .trsernent is required by this act for a specified reason. Appropriation: yes. The people of the State of Cal.',, r- i do ena: ,r a.r follows: SECTION 1. (a) The Leg, slate -e recognizes that California is situated in a seismically active regr -m with earthquake faults which subject large areas of the state to high seismic risk. The Legislature further recognizes that the existen� and occupancy of potentially hazardous buildings constitute ;a �;e ere threat to the public safety in Exhibit B • •• The • ;a -q ykwM.e�>;,y.; b� ...,:•. ai+.: . , - - , . Ch. 250 the event of an earthquake of irioocrate to high magnitude. (b) The Legislature additiona ,y rinds that the Seismic Safety Commission estimates that the may be more than 60,000 unreinforced masonry buildings . onstructed before 1933 which remain in use in this state. As part Df an effort to protect the public health and safety, the Legislature declares the need to establish programs in the seismically acti areas of the state to identify potentially hazardous building within local governmental jurisdictions. SEC. 2. Chapter 12.2 (commern. ing with Section 8875) is added to Division I of Title 2 of the Go, ornnaent Code, to read: CHAPTER 12.2 BUI-D ,N EARTHQUAKE SAFETY 8875. Unless the context otk crwise requires, the following definitions shall govern the construction of this chapter: (a) "Potentially hazardous wilding" means any building constructed prior to the adoption ,`local building codes requiring earthquake resistant design of buildings and constructed of unreinforced masonry wall construction. "Potentially hazardous building" includes all buildings f this type, including, but not limited to, public and private sci ools, theaters, places of public assembly, apartment buildings, lu_tels, motels, fire stations, police stations, and buildings housing; emergency services, equipment, or supplies, such as government buildings, disaster relief centers, communications facilities, hospitals, blood banks, pharmaceutical supply warehouses. plants, an,- retail outlets. "Potentially hazardous building" does not I )dude warehouses or similar structures not used for human hablrstion, except for warehouses or structures housing emergency sc rvices equipment or supplies. "Potentially hazardous building," Lioes not include any building having five living units or less. ­ )otentially hazardous building" does not include, for purposes of � ubdivision (a) of Section 8877, any building which qualifies as `°hp "lorical property" as determined by an appropriate government.rl ,a� •ricy under Section 37602 of the Health and Safety Code. (b) "Local building departmen means a department or agency of a city or county chargetil �. 'h the responsibility for the enforcement of local building c,oc. 8876. A program is hereby e:, ,ibliShed within all cities, both general law and chartered, arld ai counties and portions thereof located within sc:isinic zone 4, a� "Med and illustrated in Chapter 2 -23 of Part 2 of Title 24 of the C, rorr7ia Administrative Code, to identify all potentially hazards a buildings and to establish a program for mitigation of i ^.i'icd p�, tentially hazardous buildings. By September 1, 1987, the >_ smic Safety Commission, in cooperation with the Leaguc c f 'alifornia Cities. the County Supervisors Association, and C:a ornia building officials, shall prepare an adviso ry report for lo�.:r r�sdicti�t >>s containing criteria Chapter 9 Reference Mater al i Exhibit i • •• The URM Law - Ch. 250 and procedures for purposes of Section 8877, 8877. Local building departments shall do all of the following: (a) Identify all potentially Itazatdous buildings within their respective jurisdictions on or before January 1, 1990. This identification shall include currer t building use and daily occupancy load. In regard to identifying and inventorying the buildings, the local building departments may establish a schedule of fees to recover the costs of identifying potentially hazardous buildings and carrying out this chapter. (b) Establish a mitigation program for potentially hazardous buildings to include notification to the legal owner that the building is considered to be one of a general type of structure that historically has exhibited little resistance to earthquake motion. The mitigation program may include the adoption ty ordinance of a hazardous buildings program, measures to strengthen buildings, measures to change the use to acceptable occupancy levels or to demolish the building, tax incentives available for seismic rehabilitation, low - cost seismic rehabilitation loans a, ailable under Division 32 (commencing with Section 55000) of the Health and Safety Code, application of structural standards necessary to provide for life safety above current code requirements, and other, incentives to repair the buildings which are available from federal, state, and local programs. Compliance with an adopted hazardous buildings ordinance or mitigation program st all be the responsibility of building owners. Nothing in this chapter makes any state building subject to a local building mitigation program or rn,,,Nles the state or, any local government responsible for paying the cost of strengthening a privately owned structure, reducing the occupancy, demolishing a structu " preparing engir•eering ,r iarchitectural analysis, investigation or design, or other co t• ,associated with compliance of locally adopted mitigation programs. (c) By January I, 1990, all information regarding potentially hazardous buildings and all hazadous building mitigation programs shall be reported to the ahp[opriate legislative body of a city or county and filed with the ,Seisinic Safety Commission. 8878. Local jurisdictions undertaking inventories and providing structural evaluations of potentially lazardous buildings pursuant tot his chapter shall have the same imr7-;,antt) from liability for action or inaction taken pursuant to this ch,al: ter as is provided by Section 19 167 of the Health and Safety Code k rr act ion or failure to take any action pursuant to Article 4 (comrn(:,r;, ing with Section 19160) of Chapter 2 of Part 3 of Division 1 3 cf lie Health and Safety Code. 8879. The Seismic Safety Curran, sston shall report annually, commencing on or before June 30, 1 k +87 to the Legislature on the filing of mitigation programs from 1c, al jurisdictions. The annual report required by this section h .11 reaiev, and assess the effectiveness of building reconstruct i,i stattdarcis adopted by cities and counties pursuant to this ,R °,d shall �;upersede the ±mac t Exhibit 8 (continued) The URM Law Ch. 250 4 reporting requirement pursuant to ' ,cticn 19169 of the Health and Safety Code. 8879.5. The Seismic Safety Cc;rnmission shall coordinate the earthquake- related responsibiliti< of government agencies imposed by this chapter to ensure c npI lance with the purposes of this chapter. SEC. 3. The sum of one hUndred fifty thousand dollars ($150,000) is hereby appropriated from the General Fund to the Seismic Safety Commission to deve,op the advisory report required pursuant to Chapter 12.2 (commencing with Section 8875) of Division 1 of Title 2 of the Government Code,. It is the intent of the Legislature !hat funding for the program in the 1987 -88 fiscal year and thereat. =°r be provided for through the annual budget process. Costs incurred by local building departments in identifying potentially hazardous buildings ; r in preparing a mitigation program prior to the effective date of this ,actshall not be considered state- mandated costs and shall nc?t re mbuised pursuant to this act. SEC. 4. No reimbursement is rcquoresd by this act pursuant to Section 6 of Article XIII B of the California Constitution because the local agency or school district h is the authority to levy service charges, fees, or assessments suffic ent !o, pa} for the program or level of service mandated by this Chapter 9 Reference Material Exhibit I Report to Seismic Safety Commission Date of Report AUGUST 2, 1989 City MOORPARK County - - -Jj t4TURA Contact Person: Name CLAUDE STEWAit'I' Street Address 3 1 1 A pnTNrnrxTr4:;3_-::,ZE__.. -..__. -. Z I � 9302 MOORPARK 1 city _ _ _ _ - Telephone( 805 529 -3940 • Identifying Buildings • Number of Buildings Identified as 'Potentially Hazardous Buildings' Type of Bldg. by Use (primary use) No. of Bldgs. Total Sq. Ft. Retail Office Residential School: Pre - school School: K -12 School: College Hotel Restaurant Theater 1 Industrial Warehouse Garage 1 Public Utility Hospital Police Department Fire Department Jail Church Other —' Total Type of Bldgs. by Structural System No. of Bldgs. Total Sq. Ft. Bearin Wall Steel Frame Concrete Frame Other Total - - -- __ -. EXHIBIT • Number of other buildings considered to be historic buildings: ___ __ Approx. total sq.ft: • Is field survey complete? E7 Yes ❑ No If not, estimated date of completion: • Is office verification complete? ® Yes ❑ No If not, estimated date of completion: Chapter 9 Reference Material Section t (Continued) California Seismic Safety Commission Model Ordinance ai EXHIBITS MODEL 3DI'VAN( CHAPT[R 88 (1 ) EARTHQUAKE HAZARD REDUCTION IN EXISTIN -7 BUILDINGS NOTE: Code reference - 1.981 Un. forn, Building Code. :k.oY.au 1 SEC. 8801. PURPOSE The purpose of this chapter is to promote public safety and welfare by reducing the risk. of deat:.h or injury that may result from the effects of earthqu o es on unreinforced masonry bearing wall buildings constructed ,rio;. to (the adoption date of the Building Code requiring t�ar�_hqua eeresistant design of buildings]. Such buildings have been widely recognized for sustaining life- hazardous d <naye, iiacluding partial or complete collapse during moderate t.) ;tr)nq earthquakes. The provisions of this ch ;Dtec arty intended as minimum standards for structural seasmi_- re;istance established primarily to reduce the rise' of lifer loss or injury. Compliance with these standards will n {,t necessarily prevent loss of'life or injury or prevent earthq.,ake damage to rehabilitated buildings. This chapter dotes not require alteration of existing electrical, plumbing, mecha:ical or fire safety systems unless they constitute a hazard to life a property. This chapter provides sys °emat.ic procedures and standards for identification and classi.fi at.ion of unreinforced masonry bearing wall tuildings base', on their present use. Priorities, time periods and standards ,re also established under which these buildincs are require! tc be structurally analyzed and anchored. Where the anal.ys s finds deficiencies, this chapter requires the building tc t e, ,;t r e nql hened or demolished. Qualified Historical Bull "irICS shall comply with the State Historical Building Code (SiBC) established under Part 8, Title 24 of the C a l i f o r n i a Adp. r i t c t :%r- ( 1) Note: The chapter an(., ect ion numbering of this model ordinance -- Chapter 88 and s ction numbers in the 8800 series- - follow the numbering of the Lo_, Angeles Ordinance as amended in early 1985. All chapter: nui ber references other than Chapter 88 (e.g., Chapter 23) desic,n t in the Uniform Building Code, 1985 edi.tion. ORDINANCE N� AN ORDINANCE OF THE CITY OF MOORPARK, CALIFORNIA, AMEND- ING TITLE 8 OF THE MOORPARE MUNICIPAL CODE BY ADDING CHAPTER 8.08, RELATING TO EAI�`HQUAKE HAZARD REDUCTION IN CERTAIN EXISTING BUILDING:. WHEREAS, a noticed public he, =ring has been held by the City Council, at which time all interested persons had the opportunity to appear and be heard on the rnat° er of earthquake hazard reduc- tion in certain existing buildinq.: NOW, THEREFORE, THE CITY CO1JNC.11 OF THE CITY OF MOORPARK, CALIFORNIA, DOES ORDAIN AS FOLLOW: Section 1. That Title 8 ot the Moorpark Municipal Code is amended by adding Chapter 8.08 isc ea] as follows: EXHIBIT A CHAPTER 8.08 EARTHQUAKE HAZARC REDUCTION IN EXISTING B'ILDINGS NOTE: Code reference - 1988 Unif rm Bu ILding Code. SEC. 8.08.100 PURPOSE The purpose of this chapter is °o promote public safety and wel- fare 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 for sus- taining life- hazardous damage, including partial or complete col- lapse during moderate to strong -- arthquakes. The provisions of this chapter ,re intended as minimum standards for structural seismic resistanct5 established primarily to reduce the risk of life loss or injury. Compliance with these standards will not necessarily prevent to >: >s :)f Life or injury or prevent earthquake damage to rehabilitated buildings. This chapter does not require alteration of existi:ig electrical, plumbing, mechani- cal or fire safety systems iir..l,,ss, the,Y constitute a hazard to life or property. This chapter provides systemat;e_ procedures and standards for identification and classificatio., of- unreinforced masonry bearing wall buildings based on their present use. Priorities, time periods and standards are a]'.sc established under which these buidings are required to be structurally analyzed and anchored. Where the analysis finds deficiencies, this chapter requires the building to be strengthened or d,,mol i.shed. Qualified Historical Building! shall be strengthened, where necessary, in accordance with t Historical Building Code (SHBC) established under Part 8 ''it:le 24 of the California Ad- ministrative Code. SEC. 8.08.110 SCOPE The provisions of this chapte, shall apply to all buildings which on the effective date of his ordinance have unreinforced masonry bearing walls as defined herein EXCEPTION: This division sliall not. apply to detached one or two family dwellings and detached apartment houses containing less than 5 dw el ing un.:is and used solely for residential purposes. 1y SEC. 8.08.120 DEFINITIONS For purposes of this chapter, t,e applicable definitions in Sec- tion 2302 and 2312 of the Unif:orr Building Code (1) shall apply: ESSENTIAL BUILDING: Any building housing a hospital or other medical facility having surged or emergency treatment areas; fire or police stations; m =i. -cipal government disaster operation and communication centers. HIGH RISK BUILDING: Any bullding, not classified an essen- tial building, having an occupar,: load of 100 or more, as deter- mined by Section 3302 (a). EXCEPTION: A high risk bji1 inq shall not include the following: 1. Any building having exterior walls braced with masonry crosswalls or wood Brame crosswalls spaced less than 40 feet apart in each ;story. Crosswalls shall be full story height with a minimum length of 1 1/2 times the story height. 2. Any building used f >r its intended purpose, as determined by the building fficia11, for less than 20 hours per week. LOW RISK BUILDING: Any bu., lding, not classified as an es- sential building, having an occupant load of less than 20 oc- cupants as determined by Section 33C2 (<r). MEDIUM RISK BUILDING: Any building, not classified as a high risk building or an essential building, having an occupant load of 20 occupants or more as deterrined by Section 3302(a). UNREINFORCED MASONRY BEARI,%G WALL: A masonry wall having all of the following characteris ics: 1. Provides the vertical support: for a floor or roof. 2. The total superimposed 1 ad is over 100 pounds per linear foot. 3. The area of reinforcing teel is less than 50 percent of that required by Sect 0,) 24C7(h. SEC. 8.08.130 RATING CLASSIF'.CA IONS The rating classifications showr in Table No. 8.08 -A are hereby established and each shall be buiding within the scope of this chapter placed in one official. The such ratii,q classification by the building total determined by Section occupant 3302(.3] ".cad of hall the entire buiding as rating classification. he used to determine the 1S EXCEPTION: For the purpose buildings constructed to acs:. seismic forces may be placel classifications. of this chapter, portions of independently when resisting in separate rating SEC. 8.08.140 GENERAL REQUIREME'ITS The owner of each building withii the scope of this chapter shall cause a structural analysis of t;;e building to be made by a civil or structural engineer or architect licensed by the State of California. If the building doe:7 not meet the minimum earthquake standards specified in this chapter, the owner shall either cause it to be structurally altered ':) conform to such standards; or cause the building to be demolis:ed, The owner of a building within ; -he scope of this chapter shall comply with the requirements set forth above by submitting to the building official for review within the stated time limits: (a) Within 270 days after to service of the order, a struc- tural analysis, which is subject to approval by the building of- ficial, and which shall demonstrate that the building meets the minimum requirements of this Chakter; or (b) Within 270 days after the service of the order, the structural analysis and plans fo the proposed structural altera- tions of the buiding necessary t<::, comply with the minimum re- quirements of this chapter; or (c) Within 120 days after service of the order, plans for the installation of wall anchor_ in accordance with the require- ments specified in Section 8.08. 60(c); or (d) Within 270 days after -he service of the order, plans for the demolition of the buildi :I. After plans are submitted and approved by the building official, the owner shall obtain a building permit, commence and complete the required construction or demolition within the time limits set forth in Table No.8.08 -B. "here time limits shall begin to run from the date of order i:; E, rved n accordance with Section 8.08.150 (a) and (b) . Owners electing to comply with S:bsection (c) of this section are also required to comply with Su.:asection (b) or (d) of this sec- tion provided, however, that tht- 270 -day period provided for in such Subsections (b) and (d) anc, the time limits for obtaining a building permit, commencing cons ruction and completing construc- tion for complete structural a, :.erati(,Ins or buiding demolition set forth in Table No. 8.08 -B ;hall be extended in accordance with Table No. 8.08 -C. Each suc extended time limit, except the time limit for commencing cost u-t for shall begin to run from the date the order is served in accordance with Section 8.08.150. The time limit for commencing - onstruction shall commence from the date the building permit is ssued. SEC. 8.08.150 ADMINISTRATION (a) Service of Order. The buaiaing official shall issue an or- der, to the owner of each bu.lding within the scope of this chapter in accordance with the minimum time periods for service of such orders set forth in Tat:,le N. 8.08 -C. The minimum time period for the service of such rders shall be measured from the effective date of Chapter 8.08. Upon receipt of a written re- quest from the owner, the building official shall order a build- ing to comply prior to the norm, 1. ser.v:'.ce date for such building set forth in this section. (b) Contents of Order. The order shal L 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„ �s required to meet the minimum seismic standards of this chapter. The order shall specify the rating classification of the buil.ding and shall be accompanied by a copy of Section 8.08.150 whirl- sets f 'orth the owner's alterna- tives and time limits for com;;Pl i 7ancEI.,, (c) Appeal Form Order. The ownt:r or person in charge or control of the building may appeal to the City Council the building official's initial determination that the building is within the scope of this chapter. Such .appeal shall be filed with the building official within 60 days from the service date of the order described in Section 8.08.150(b). Any such appeal shall be decided by the Council no later. than 60 days after the date that the appeal is filed. Such appe s l shall_ be made in writing the grounds thereof shall be stated learl_y and concisely. Appeals or requests for sign modifications from any other determinations, orders or actions by *,:he building official pur- suant to this chapter, shall be inade in accordance with the nor- mal appeal procedures establis,he' n `_ :, s code. (d) Recordation. At the time hat the aforementioned order is served, the building official s +,all f'il,e with the office of the county recorder a certificate s•.ating that the subject building is within the scope of Chapter 8.08 Earthquake Hazard Reduc- tion in Existing Buildings. 1, fie certificate shall also state that the owner thereof has beer, orderE.�J to structurally analyze the building and to structurally alter or demolish it where it is not found to comply with Chapter R. o8 If the building is found not to oe within the scope of this chap- ter, or as a result of structural alterations or an analysis is found to be structurally capahie of resisting minimum seismic forces required by this chapter; cr is demolished; the building Official shall file with the office of the county recorder a cer- tificate terminating the status of the subject building as being classified within the scope of --haptec 8.08 - Earthquake Hazard Reduction in Existing Buildings (e) Enforcement. If the owner ;r other person in charge or con- trol 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 fort i in Section 8.08.140, the build- ing 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 :)rdered vacated, or by such addi- tional time as may have been granted by the City Council, the building official may order demolition of the building in accor- dance with the Abatement of D:inger,:::,u�.;, Buildings provisions of this code. Sec. 8 .08 . 160 ANALYSIS AND DE,"] i GCS (a) General. Every structure 4ithin 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 11 truct:ure in accordance with the following equation: V =ZICW Rw (8.08 -1) The value of IC /Rw need not exceed the values set forth in Table No. 8.08 -D based on the applica' ~)le rating classification of the building. (b) Lateral Forces on Elements �f Structures. Parts or portions Of structures shall be analyzed ,ind designed for lateral loads in accordance with subsection 8.08.160(a) and section 2312 of the Uniform Building Code but not 1 ass than the value from the fol- lowing equation: Fp =ZICp W (8.08 -2) For the provisions of this subse=ction, the values of I are the values as set forth in Table No. 8,08 -1% EXCEPTION: Unreinforced masonry walls in buildings not having a rating classification of may be analyzed in accordance with Section 8-0O .170,. Ik The value of C need not exr_ee I the talues set forth in Table 8.08 -F. (c) Anchorage and Interconnect. on. Anchorage and interconnec- tion of all parts, portions and elements of the structure shall be analyzed and designed for lateral forces in accordance with Table No. 8.08 -F of this code and the equation Fp= ZICpWp as modified by Table No. 8.08 -E. Minimum anchorage of masonry walls to each floor or roof shall resist a minimum force of 200 pounds per linear foot acting normal the wall at the level of the floor or roof. (d) Level of Required Repair„ to meet the provisions of this other applicable requirements of otherwise specifically provided alterations and repairs required chapter shall comply with all the Uniform Building Code unless or in this chapter. (e) Required Analysis. 1. General. Except as modified herin, 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 ypeci f ied in Chapter 23 of the Uniform Building Code. In add i tion, the compatibility of the roof diaphragm stiffness with the out -of -plane stability of the unreinforced masonry bearing wa.l_s of the story immediately below the roof system shall be veri f iF �3 i n a�,- cordance with the provi- sions of Section 8.08.190. Exception: Buildings with rigid concrete or steel and con- crete roof diaphragms shall us(- the h,t values for "all other buildings" in Table No. 8.08 -c'; 2. Continuous Stress Path A complete, continuous stress Path from ev-:�ry part or 1 rtion of the structure to the ground shall be provided for the required horizontal forces. 3. Positive Connections. All parts, portions or elements of the structure shall be inter(- <nnected by positive means. (f) Analysis Procedure. I. Genera— Stresses in materials and existing construction utilized o transfer seismic forces from the ground to parts or portions f the structure shall not exceed the stresses permitted by the 01 ifcrm Building Code except that existing materials and stresses na} be as specified in section 8.08.170. 2. Connections. Material, and connectors used for inter- connection of parts and portion:. of the structure shall conform to the Uniform Building Code. a: 1 s may be used as part of an approved connector. 3. Unreinforced Masonry wt,11s. Except as modified herein, unreinforced masonry walls shal be analyzed as specified in the applicable parts of Sections 2406, 2407 and 2409 to withstand all vertical loads as speci fied �n Chapter 23 of the Uniform Building Code in addition to tht chapter. seismic forces required by this Substantial changes in wall thickness or stiffness shall be con- sidered in the analysis far out -of -plane and in -plane wall stability, and the wall shall be restrained against out -of -plane instability by anchorage and bracing to the roof or floor diaphragm in accordance with Sec °:ion 8.08.160(c). Exception: Variations in Bali stiffness caused by nominal openings such as windows and exit doors need not be considered. The 50 percent increase in the seismic force factor for shear walls as specified in Section 207 (h) 4F (i ) of the Uniform Build- ing Code may be omitted in the computation of seismic loads to existing shear walls. No allowable tension stress wi:I be permitted in unreinforced masonry walls. Walls not capa3ble of resisting the required design forces specified in this hapter shall be strengthened or shall be removed and repla,wed EXCEPTION: 1. Unreinfor<::ed masonry walls in buildings not classified as a Rating Classification I pursuant to Table No. 8.08 -A may be analyzed n accordance with Section 8.08.170. 2. An unreinforced masonry Arai] which carries no design loads other than its own we.ght may be considered as veneer if it is adequate:L� .nch ored to new supporting elements. (g) Combination of Vertical and Seismic Forces. 1. New Materials. All new materials ntroduced into the structure to meet the requirements of this se, °tion which are subjected to com- bined vertical and horizontal. •orces shall comply with Section 2303(f). 2. Existing Materials. Wizen stresses in existing lateral force resisting elements are duke to a combination of dead loads and live loads plus seismic loads, the allowable working stress specified in the Uniform Building Code may be increased 100 per- cent. However, no increase will be permitted in the stresses al- lowed in Section 8.08.170, and p::he stresses in members due only to seismic and dead loads shall not exceed the values permitted by Section 2303(d) of the Unifor'n Building Code. 3. Allowable Reduction of 3ending Stress by Vertical Load. In calculating tensile fiber sz.ress due to seismic forces re- quired by th's chapter, the maximum tensile fiber stress may be reduced by the full direct stres due to vertical dead loads. SEC. 8.08.170. MATERIALS OF CON ;TRI1( -'TI.)N (a) General. All materials permitted by the Uniform Building Code including their appropriate allowable stresses and those ex- isting configuration of material specified herin may be utilized to meet the requirements of this chz,pte , . D (b) Existing Materials. 1. Unrernforced Masonry Walls. Unrein- forced masonry walls analyzed in accordance with this Section may provide vertical support for r�)of and floor construction and resistance to lateral loads. All units of both bearing and ion- bearing walls shall be laid with full shoved mortar joints; all head, bed, and wall (collar) joints shall be solidly filled with mortar; and the bonding of adjacent wythes of multiwythe wa 1s shall be as follows: 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 horizontal -ly. In walls in which a single header does not extend through the wall, headers from the op- posite sides shall overlap at least four inches, or headers from opposite sides shall be covered with another header course over- lapping the header below at leas fcur .nches. Wythes of walls not bonded as described above shall be con- sidered as veneer. The veneer w�the shall not be included in the effective thickness used in c:al�' ,ilat:ing the height to thickness ratio and the shear capacity of he walC Tension stresses due to seismic Forces normal to the wall may be neglected if the walls do not ex: eed the height to thickness ra- tion in Table No. 8.08 -G and thf. in -plane shear stresses due to seismic loads as set forth in Table No. 8.08 -J. If the wall height- thickness rat.,on exceeds the specified limits, the wall may be supported by vertical bracing members designed in accordance with Section 8.08.1.60 The deflection of such bracing member at design loads shall. - exceed one -tenth of the wall thickness. EXCEPTION: The wall may be supported by flexible vertical bracing members designed in accordance with Section 8.08.160(b) if the deflection at design loads is not less than one quarter nor more t',in one -third of the wall thickness. All vertical bracing members sha.1 be attached to floor and roof constructin for their design loads independently of required wall anchors. Horizontal spacing of vertical bracing members shall not exceed one -half the unsuppo, -:ed Height of the wall nor ten feet. M N 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 displa.ements of the floor or roof. 2. Veneer. Veneer shall t,e anchored with approved anchor ties conforming to the required :3ewign capacity specified in Sec- tion 3004(c) and placed at a max�.mum spacing of 24 inches. Exception: The Building Official may accept existing veneer anchor ties provided the ties are in good condition and conform to the minimum si�:e, maximum spacing and material requirements specified in the provisions of the Building Code in effect at the time of construction. The existance and condition of existing veneer ties shall be verified by: 1. an approved testing laboratory which shall submit a report to the bui cling department as a part of the structural analysis, and 2. exposing a ;elected representative area of not less than four ties or inspection by the building department. 3. Existing Roof, Floors, Walls, Footings, and Wood Fram- ing. Existing materials including wood shear walls utilized in 8the described configuration may be used as part of the lateral load resisting system, provided that the stresses in these materials do not exceed the values shown in Table No.8.08 -H. (c) Strengthening of Existing Materials. New materials including wood shear walls may be utilized to stregthen portions of the ex- isting seismic resisting system in the described configurations provided that the stresses Cie ►ot exceed the values shown in Table 8.08 -I. (d) Alternate Materials. Alternate materials, designs and methods of construction may be approved by the building official in accordance with the provis.on of the Uniform Building Code. (e) Minimum Acceptable Qualit.i ,f Existing Unreinforced Masonry Walls. 1. General Provisions. A.l 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 gt..alit.y shall equal or exceed the minimum standards established herein or shall be removed and re- placed by new materials. Alternate methods of testing may be ap- proved by the building official Phe quality of mortar in all masonry walls shall be determitrd by performing in -place shear tests or by testing eight in& 3 3meter cores. a The vertical wall joint between. wythes (collar joint) shall be inspected at the test location after the in -place shear tests, and an estimate of the percentage of wythe to wythe mortar coverage shall be reported along with the results of the in -place shear tests. Where the exterior face is veneer, the type of veneer, its thickness and its b.ndi ng and /or ties to the struc- tural wall masonry shall also be reported Alternative methods of testing nay 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 mc:rtar. 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 con - tinous inspection of an approved special inspector. At the con- clusion of the inspection, the inspector shall submit a written report to the licensed engineer or architect responsible for the seismic analysis of the buildin4; setting forth the result of the work inspected. Such report sh,:,ll be submitted to the building official for approval as part i.f the structural analysis. All testing shall be performed in ,,,�cordance with the requirements specified in this subsection by testing agency approved by the building official. An accurate t:ecord shall be kept of all such tests and of their locations in the building, and these results shall be submitted to the build. rig offa.c:ial for approval as part of the structural analysis. 2. Number and Location of Tests. The minimum number of tests shall be as follows: a. At each of both the first and top stories, not less than two per wall line or line cf wall elements providing a com- mon line of resistance to latera forces. b. At each of all other atories, not less than one per wall elements providing a comrrc line of resistance to lateral forces. C. In any case, not less .han one per 1500 square feet of wall surface and a total of eigh�. d. The shear tests shall t;e taken at locations representa- tive of the mortar conditions hroughout the entire building, taking into account variations workmanship at different build- ing height levels, variations in weathering of the exterior sur- faces, and variations in the co,dit. ion of the interior surfaces due to deterioration caused by �.eaks and condensation of water and /or by the deleterious effec— :3 of other substances contained within the building. Where th higher 'h /t ratios allowed in footnotes 4 and 5 of Table 8. ;)o - -G are to be utilized, the in- place shear tests taken at the .._,t} stori shall be included in the 80 percent of the shear tests CS l !c determine the minimum mor- tar shear strength, 3. In -Place Shear Tests. '!tie bed joints of the outer wythe of the masonry shall be tested i:� 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 trae wall at the area of both bed joints and shall be that at wh is -`r moverrent of the brick is first observed. Walls with mortar values w 7ich are consistently low and do not meet the minimum quality v:r .res specified in this subsection shall be entirely pointed. 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 ;hall be tested in shear by plac- ing the circular core section n a compression testing machine with the mortar bed joint rotate( 15 degrees from the axis of the applied load. The mortar join- 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 zerc;. (f) Testing of Shear Bolts. -ne- forth of all new shear bolts and dowels embedded in unreinfor...ed masonry walls shall be tested by a Special Inspector using r torque calibrated wrench to the following minimum torques: 1/2" diameter bolts or 5/8" diameter bolts or 3/'" diameter bc-ts cr No bolts exceeding 3/4" shall i stalled over malleable iron or p and heavy cut washers when beari dowels = 40 dowels = 50 dowels = 60 e used. A: ate washers g on s_eel. f oot -lbs . foot -lbs. foot -lbs. L1 nuts shall be in- when bearing on wood (g) Determination of Allowable :tresses for Design Methods Based on Test Results. 1. Design Shear Values. Design seismic in- plane shear stresses shall be su>stant.iated by tests performed as specified in Section 8.08.170;e) 3 and 1. Design stresses shall be related to test results obtained in ac- cordance with Table No. 8.08 Intermediate values between 3 and 10 psi may be interpolated. 2. Design Compression an] Tens:Lon 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 shalt 9 t he permitted. (h) Five percent of the existing rod anchors utilized as all or part of the required wall anchors shall be tested in pullout by an approved testing laboratory. The minimum number tested shall be four per floor, with two tests at walls with joists framing into the wall and two tests at Walls with joists parallel to the wall. The test apparatus shall be supported on the masonry wall at a minimum distance of the .,a11 thickness from the anchor tested. The rod anchor shall be given a preload of 300 lbs. prior to establishing a datum fo; recording elongation. The ten- sion test load reported sha:11 be recorded at one - eighth inch relative movement of the anchor ind the adjacent masonry surface. Results of all tests shall be rec.;,orted. The report shall include the test results as related t' the wall thickness and joist orientation. The allowable r9..- sistance value of the existing anchors shall be 40 percent f: the average of those tested anchors having the same wall thickness And joist orientation. (i) Qualification tests for Devices used for wall anchorage shall be tested with the entire tension load carried on the en- larged 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 resis- tance value assigned the dev:i : °e sha l 1 be 20 percent of the average of the ultimate loads. SEC. 8.08.180. INFORMATION REQU,1 <ED ON PLANS (A) General. In addition to tht;> seismic analysis required else- where in this Chapter, the licensed engineer or architect respon- sible for the seismic analysis Df the building shall determine and record the information requ red by this Section on the ap- proved plans. (b) Construction Details. The following requirements with ap- propriate construction details shall be made part of the approved plans.: 1. All unreinforced masons, walls shall be anchored at the roof level by tension bolts t1-rough the wall as specified in Table 8.08 -I, or by approved equ valent at a maximum anchor spac- ing of six feet. All unreinforced masonry walls shad be anchored at all floors with tension bolts through the will or by existing rod anchors at the maximum anchor spacing of si, feet. All existing rod anchors shall be secured to the joists to develop the required forces. The building official may requir,= testing to verify the adequacy of the embedded ends of existi.q rod anchors. Tests when re- quired shall conform to Section .08.17(i(h). Exception: Walls need not be anchored to ceiling systems that, because of their lcw mass and /or relative location with respect to the floor cr foof systems, would not impose significant normal forces c the wall and cause our -of -plane wall failures. At the roof and all floor level , the anchors nearest the build- ing corners shall be combinatic.n shear and tension anchors lo- cated not more than two feet 'nor zorital Ly from the inside corners of the walls. When access to the exterior face of the masonry wall is prevented by proximity of an existing bui �iing, wall anchors conforming to Items 5 and 6 in Table 8.08 -I ma be us +�d. Alternative devices to be use, <n lieu of tension bolts for masonry wall anchorage shall OE teste�;i as specified in Section 8.08.170(i). 2. Diaphragm chord stresses of horizontal diaphragms shall be developed in existing gnat - trials or by addition of new materials. 3. Where trusses and beams other than rafters or joists are supported on masonry, independenp.: secondary columns shall be in- stalled to support vertical loads of the roof or floor members. 4. Parapets and exterior ,all appendages not capable of resisting the forces specified a.: this chapter shall be removed, stabilized or braced to insure that: the parapets and appendages remain in their original positio . The maximum height of an unbrac «�d, unreinforced masonry parapet above the lower of either the evel of" tension anchors or roof sheathing, shall not exceed one ind one -half times the thickness of the parapet wall. If the required parapet height exceeds this maximum height, a bracing system designed for the force factors specified in Table No. 8.08 -E an.7 Table No. 23 -1 for walls shall support the top of the parapet. Parapet corrective work must be performed in conjunction with t ;e installation of tension roof anchors. The minimum height of a parapet :Dove the wall anchor shall be 12 inches. Excepton: If a reinforced = oncrete beam is provided at the top of the wall, the minim, rn height above wall anchors may be 6 inches. 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 am pointing, the wall surface must A to wood diaphragms shall be made, This section contains a pro- cedure for the evaluation of the out -of -plane stability of un- reinforced masonry walls anchored to wood diaphragms that are coupled to shear resisting eleme,ts. (b) Definitions. The follcwr!:; cefinitions are applicable to this section: Cross wall. A wood - frames wall having a height -to- length ratio complying with Secticn 4714(d) or Table No. 25 -I and sheathed with any of the materials described in Table No. 8.08 -K or Table No. 8.08 -L. The total strength of all cross walls located within any 4C feet length of diaphragm measured in the direction os_ the diaphragm span shall be not less than 30 percent of the strength of the diaphragm in the direction of consideratior;. Demand - Capacity Ratio (DAR) A, ratio of the following: 1. Demand = lateral °orces due to 33 percent of the weight of the diaphragm and the tributary weight of the walls and other elemen ^ -s anchored to the diaphragm. 2. Capacity = diaphragm total shear strength in the direction under consideraton as determined using the values in Table No. 8-'8-F or Table No. 8.08 -L. (c) Notations. D = depth of diaphragm, in feet:, measured perpendicular to the diaphragm span. h /t= height -to- thickness ratio of an unreinforced masonry wall. The height shat, be measured between wall anchorage levels and ttie thickness shall be measured through the wall cross section. L = span of diaphragm betty -en masonry shear walls or steel frames Vc= total shear capacity of cross walls in the direction of analysis immediately below the diaphragm level being investigated as determ ned by using Tables no. 8.08 -K and 8.08 -L. vu= maximum shear strength in pounds per foot for a diaphragm sheathed wit` ary of the materials given in Tables No. 8.08 -K and .08 -i. Wd= Tatal dead load of the ;diaphragm plus the tributary weight of the walls anchored to the diaphragm, the tributary ceiling and partitions and the weight of any other permanent buil.dirg elements at the diaphragm a, be raked and cleaned to remove loose and deteriorated mortar. All preparation and pointing sh&_1 be done under the continuous inspection of a special inspector certified to inspect masonry or concrete. At the conclusion of the pr�,:Ject, the inspector shall submit a written report to the Dui ld:i r:g official setting forth the portion of work inspected. 6. Repair details shall. to prepared for any cracked or damaged unreinforced masonry all rtr;,quired to resist forces specified in this chapter. (c) Existing Construction. The following existing construction information shall be made par- o the approved plans: 1. The type and dimensicins of existing walls and the size and spacing of floor and roof members. 2. The extent and type cf 4istinc; wall anchorage to floors and roof. 3. The extent and type c.a' parapet corrections, if any, which were performed in accor -ante with the Uniform Building Code. 4. Accurately dimensionec:, floor plans and masonry wall elevations showing dimensioned openings, piers, wall thickness, heights, and veneer and anchorages. 5. The location of cracks or damaged portions of unrein- forced masonry walls requiring r <- ypairs 6. The type of interior W,,all surfaces and ceilings, and whether reinstalling or anchoring of nxisting plaster is neces- sary. 7. The general condition f r-he mortar joints and whether the joints need pointing. 8. The location of the shear- tests shall be shown on the floor plans and building wall elevations, and the complete test report shall be reproduced or r:}e approved plans. SEC. 8.08.190 DESIGN CHECK -- COMPATIBILITY OF ROOF DIAPHRAGM STIFFNESS TO UNREINFORCED MASON11,Y WALL OUT -OF -PLANE STABILITY. (a) General. The requirements of this section are in addition to the requirements of Sections 9.08.160 and 8.08.170. The rela- tive stiffness and strength of diaphragm governs the amount of amplification of the seismic gr::)und motion be the diaphragm, and therefore, a diaphragm stiffness and strength related check of the our -of -plane stability of r reinforced masonry walls anchored 5 e level under investigat on (d) Design Check Procedure. General. The demand - capacity ratio (DCR) for the building under investigation shall be calcu- lated using the following equait 7 :ns DCR = 0.33Wd /2vuD (8.08 -3) or DCR = 0.33Wd /2vuD + Vc) (8.08 -4) 2. Diaphragm Deflection. The calculated DCR shall be to the left of the curve in Figure No. 8.08 -A. Where the calculated DCR is outside (to the right of) the curve, the diaphragm deflec- tion limits are exceeded, and cross walls may be used to reduce the deflection. 3. Unreinforced Masonry wall Out -of -Plane Stability. The DCR shall be calculated discount Ong any cross walls. If the DCR corresponding to the diaphragm span is to the right of the curve in Figure No. 8.08 -A, the region within the curve at and below the intersection of the diaphragm span with the curve may be used to determine the allowable h/t vjlues per Table No. 8.08 -G. TABLE N(. 8.08 -A RATING CLA.SSIF^'ICATIONS TYPE OF BUILDING CLASSIFICATION Essential Building I High Risk Building II Medium Risk Building III Low Risk Building IV ?9 �L TABLE N(i . 8.08-B TIME LIMITS FOP COMPLIANCE (1) !REQUIRED ACTION OBTAIN BUILD;NG COMMENCE COMPLETE i BY OWNER PERMIT CONSTRUCTION CONSTRUCTION WITHIN WITHIN WITHIN Complete s ructura Alterations or 1 year 180 days (2) 3 years Building Demolition lWall Anchor 180 days 270 days 1 year yInstallation (1) Where two or more buildings under separate ownership are to be rehabilitated simultaneously, an extension can be based on the average time requirements for thk� buildings involved, with a sug- gested minimum extension of 6 months. An extension could be granted on submission of a binding agreement the owners involved, with the actual date of compl:iam e to be determined by the build- ing official. (2) Measured from date of building permit issuance. All the other time limits are measured from the date of the order. TABLE NO. 8.08 -C SERVICE PRIORITIES AND EXTENDED TIME PROVISIONS Extension of Time Minimum Time Rating Occupant if Wall Anchors Periods for Classification load are Installed Service of Order I Any Year (highest Priority) 0 II 100 or more 3 years 90 days or more years 1 year III 51 to and 6 years 2 years including 99 20 to and including 50 6 years 3 years IV Less-than 20 7 years 4 years (Lowest Priority) TABLE NO. 8.08 -D HORIZONTAL FORCE FACTORS BASED ON RATING CLASSIFICATION RATING CLASSIFICATION I II III & IV 19 ZIC /Rw 0.183 0.138 0.110 TABLE N0 8.08 -E: HORIZONTAL FORCE FACTORS "ZI" FOR PARTS OR POR'." IONS OF STRUCTURES RATING CLASSIFICATION ZI I 1.50 II 1.00 III & IV 0.75 TABLE NO 8.08 -F HORIZONTAL FORCE FACTOR "Cp" FOR PARTS OR PORTIONS OF BUILDINGS OR OTHER STRUCTURES (1) Part or Portion of y Direction Value Buildings of force of C Exterior bearing and non - bearing galls, interior bearing walls and partitions, interior non - bearing walls and partitions over ten feet in height, Normal to masonry fences over six feet in hE -ight. Flat surface 0.20 Cantilever parapet and other cantilever Normal to walls, except retaining walls. flat surface 1.00 Exterior and anterior ornam-ntati=ns __ ' Any and appendages Direction 1.00 When connected to or a part of -a- building; towers, tanks, towers arcj tanks plus contents, racks oven: 8 feet 3 inches in height plus contents, Any 0.20 chimneys, smokestacks, and pentho ses. Direction (2) (4) When connected to or a part o a- building: Rigid and rigidly mountt�d equipment and machinery not required Any for continued operation of essent ;il Horizontal 0.20 occupancies. (5) Direction (3) an s Plus a ec ive con en s re--In-;.-ing -_ —.__ Any on the ground. Direction 0.12 2C 3 TABLE N0, 8.08 -i ALLOWABLE VALUE OF HEIGHT - THICKNESS RATIO OF UNREINFORCED MASONRY WALLS WITH MINIMUM QUALITY MOR "'AR. D (2) BUILDING WITH :-ROSSWALLS AS ALL OTHER DEFINED BY ECTION 8803 BUILDINGS Walls of one story buildings i 13 First story wall of multi -story buildings l 15 Walls in top story of multi -story buildings 9 All other walls w 13 (1) Minimum quality mortar shal, be determined by laboratory testing in accordance with Sectio: 8.08.1.70(e). (2) Table 8.08 -G is not applicab:.e to buildings of rating clas- sification I. Walls of buildings within rating classification I shall be analyzed in accordance w :h Section 8.08.160(f). (3) The minimum mortar shear st.iengths required in following footnotes 4 and 5 shall be that wear strength without the effect of axial stress in the wall at thf point of the test. (4) The larger height- to- thickne::As ratio may be used where mor- tar shear tests in accordance witt Section 8.08.170(a)3 establish a minimum mortar shear strength o', the not less than 100 psi or where tested mortar shear strength visual is not less than 60 psi and a examination of the verb. :al wyt:he -to -wythe wall joint (collar joint) indicates not e s s than 50 percent mortar coverage. (5) Where a visual examination of the collar joint indicates not less than 50 percent mortar coverage strength when established in and the minimum mortar shear accordance with Section 8.08.170(a)3 is greater than 30 psi but less height -to- thickness than 60 psi, the allowable ratio may be tion between the larger ietermined by linear interpola- and smala,�r to the mortar shear strength. rat:.os in direct proportion 22 �_ Floors and roofs acting as In the plane of diaphragms. the diaphragm 0.12 (6) Prefabricated structural elements other than walls, with force app i�d at center of gravity of assembly. Connections for exterior pane s Or - elements. Footnotes to Table No. 8.08 -F (1) See Section 8.08.160(b) for use of: Cp. Any Horizontal Direction 0.30 Any Direction 2.00 (2) When located in the upper portion of any building with a Hn /D ration of 5 to 1 or greater the value shall be increased by 50 %. (3) For flexible and flexibly mounted equipment and machinery, the appropriate values for C shall be determined with considera- tion given to both the dynamic properties of the equipment and machinery and to the building or sPruc:ture in which it is placed. (4) The W for storage racks :hail be the weight of the racks plus contents. The value of Cp for racks over two storage sup- port levels in height shall be 0. 5 for the levels below the top two levels. (5) The design of the equipment and machinery and their anchorage is an integral part of the design and specification of such equipment and machinery. The structure to which the equipment or machinery is mounted shall be cap<:ble of resisting the anchorage forces (see also Section 2312(g)4 (6) Floor and roofs acting as diaphragms shall be designed for a minimum force resulting from a Ck of .12 applied to Wp unless a greater force results from the ditribut.on of lateral forces in accordance with Section 2312. 01 TABLE NG. 8.08 -H VALUES FOR EXITING MATERIALS EXISTING MATERIALS OR CONFIGURATION OF MATERIALS (1) 1. HORIZONTAL DIAPHRAGMS a. Roofs with straight sheathing and roofing applied directly to the sheathing. 2. 3. 4. 5. 6. b. Roofs with diagonal sheathing and roofing applied directly to the sheathing. 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. f. Floors or roofs with straight sheathing and plaster applied to the joist or rafters. (2) SHEAR WALLS Wood stud walls with lath and plaster PLAIN CONCRETE FOOTINGS DOUGLAS FIR WOOD REINFORCING STEEL Structural Steel 2 ALLOWABLE VALUES 100lbs. per foot for seismic shear. 400lbs. per foot for seismic shear L50lbs. per foot for siesmic shear. 300lbs. per foot for seismic shear. 450lbs per foot for seismic shear. Add 50lbs per f oor to the allowable values for Items la and 1c. 100lbs. per foot each side for siesmic shear. f' =1500 psi unless c atherwise shown by tests. Allowable stress same as No. 1 D.F. (3) ftl8,000lbs. per square inch maximum. (3) ft20,0001bs per square inch maximum 1 3 (1) Material must be sound and in good condition. ( 2) The wood lath and plaster must be reattached to existing joists or rafters in a manner approved b,Y the Department. (3) Stresses given may be inceasE :3 for c- ombinations of loads as specified in Section 8.08.160(cr)2 24 L TABLE NG. 8.08_I ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION (1) NEW MATERIALS OR CONFIGURATION OF MATERIALS 1. HORIZONTAL DIAPHRAGMS Plywood sheathing applied directly over existing straight: sheathing with ends of plywood sheets bearing on joists or rafters and edges of plywood located on center of individual. sheathing boards. 2. SHEAR WALLS a. Plywood sheathing applied directly over existing wood studs. No value shall be given to plywood applied over existing plaster or wood sheathing. b. Dry wall or plaster applied directly over existing wood studs c. Dry wall or plaster applied to plywood sheathing over existing wood studs. 3. SHEAR BOLTS Shear bolts and shear dowels embedded a minimum of 8 inches into unreinforced masonry walls.. Bolt centered in a 2 1/2 inch diameter hole with dry -pack or non - shrink grout around cir- cumference of bolt or dowel. (1) ALLOWABLE VALUES Same as specified in table No. 25 -1 of this Code for blocked 3iaphragms.* Same as values specified in Table No. 25 -K for shear walls. 75 per cent of the value specified in Table No.47 -I 33 1/3 per cent of the values specified in Table No. 47 -I. 100 percent of the values for solid masonry specified in Table No. 24 -E. No values larger than those given for 3/4 inch bolts shall be used. * All tables that do not carry a 8.08 number are found in the Uniform Building Code, 1988 editin 2 4. TENSION BOLTS 3 Tension bolts and tension dowels 1200 lbs. per bolt or extending entirely through dowel. unreinforced masonry walls secured with bearing plates on far side of wall with at least 30 sq. inches of area. (2) (3) S. WALL ANCHORS (8.08.170(b)l.] a. Bolts extending to the exterior 600 lbs. per bolt for. face of the wall with a 2 1/2 tension4see Item 3 inch round plate under the head. (shear bolts) for shear Installed as specified for shear values. bolts. Spaced not closer than 12 inches on centers. (1) (2) b. Bolts or dowels extending to tYe 1200 lbs. per bolt exterior face of the wall with or dowel for tension4. a 2 1/2 inch round plate under tht See Item 3 (shear Bolts) head and drill at an angle of or shear values. 22 1/2 degrees to the horizontal Installed as specified for shear bolts. (1) (2) c. Through bolt with bearing plat(- See Item 4(tension bolts) for tension per Item 4. Combined for tension values4. See with minimum 8 -inch grouted Item 3 (shear bolts) for section for shear per Item 3. shear values. 6. INFILLED WALLS Reinforced masonry infilled Same as values specified openings in existing unrein- for unreinforced masonry forced masonry walls with walls. keys or dowels to match reinforcing. 7. REINFORCED MASONRY Masonry piers and walls Same values as determined reinforced per Sections 2406,. per Section 2406. 2407 and 2409 8. REINFORCED CONCRETE Concrete footings, walls and Same values as specified piers reinforced as specified in Chapter 26 UBC. in Chapter 26 and designed for tributary loads. 2 9. EXISTING FOUNDATION LOADS Foundation loads for structures exhibiting no evidence of settlement. NOTES: 2? Calculated existing foundation loads due to maximum dead load plus live load may be increased 50% for dead load plus seismic load required by this Division. (1) Bolts and dowels to be tested as specified in Section 8. 08.170 (f) . (2) Bolts and dowels to be 1/2 in,:h minimum in diameter. (3) Drilling for bolts and dowel:: shall be done with an electric rotary drill. Impact tools shah: not be used for drilling holes or tightening anchor and shear be t nuts.. (4) Allowable bolt and dowel values specified are for installa- tions in minimum three (3) wythe walls. For installations in two (2) wythe walls, use 50 percent of the value specified, except that no value shall be given to tension bolts that do not extend entirely through the wall and ar, secured with bearing plates on the far side. 2 4 TABLE NO, 8.08 ALLOWABLE SHEAR STRESS FOR TESTED UNREINFORCED MASONRY WALLS Eighty percent of test results in psi not less than 30 plus axial stress 40 plus axial stress 50 plus axial stress 100 plus axial stress or more. Average test result: of cores i psi. R 27 3? 617 ar more Seismic in -plane shear based on gross area (1) 3 psi 4 psi 5 psi 100 psi max (1) Allowable shear stress may be increased by addition of 10% of the axial stress due to the weigt! of the wall directly above. 2 ti I TABLE NO. 8.08 -K VALUES FOR EXIS -INC MATERIALS EXISTING MATERIALS OR CONFIGURATION OF MATERIAL& ------------------------ - - - - -- 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. 2. CROSSWALLS2 a. Plaster on wood or metal lath. b. Plaster on gypsum lath. C. Gypsum wall board, unlocked edges. ALLOWALBE VALUES 100 lbs. per foot for seismic shear, 250 lbs. per foot for seismic shear, per side: 200 lbs. per foot for seismic shear. 175 lbs. per foot for seismic shear. 75 lbs. per foot for seismic shear d. Gypsum wall board, 125 lbs. per foot for seismic blocked edges. -------------------------------- Materials must be sound and in good condition. 2For corsswalls, values of all materials may be combined, except the total combined value shall not exceed 300 lbs. per foot for seismic shear. MW TABLE NO 8.08 -L ALLOWABLE VALUES OF NEW MATERIALS USED IN CONJUNCTION WITH EXISTING CONSTRUCTION NEW MATERIALS OR CONFIGURATION OF NEW AND EXISTING MATERIALS' ALLOWABLE VALUES ----------- - - - - -- 1. HORIZONTAL DIAPHRAGMS - ______________ - - -- Plywood sheathing applied directly over existing straight sheathing with ends Of plywood sheets bearing on joists or rafters and edges Of plywood located on cente- of individual sheathing boards. 2. CROSSWALLS2 a. Plywood sheathing applied directly over existing wood studs. No value shall be given to ply- wood applied over exist- ing plaster or wood sheathing. b. Drywall or plaster applied directly over existing wood studs. 22.5 lbs, per foot for seismic shear 1.33 times the values specified in Table No. 25 -K for shear walls. 100 percent of the values specified in Table No. 47 -r. ---- -- - - -- - - - - - ----------- Materials must be sound and in good condition. ____________ 2For crosswal.s, values of all materials may be combined, except the total combined value sha:. not exceed 300 lbs. per foot for seismic shear. 30 C = C = D = f' _ c F ft hn I V W W Z GLOSSARY OF SYMBOL:; AND NOTATIONS Numerical coefficient a; specified in Section 23122(d) Numerical coefficient a_; specified in Section 2312(g) and as set forth in Tat e No., 23 -J The dimension of the structure in feet, in a direction parallel to the applies E,ar ces Specified compressive s,:rerigth of concrete, psi Lateral forces on a par-1 of the structure and in the direction under conside °at on. Allowable tensile stres , ps. Height in feet above t:h base -o level n Occupancy Importance Fa,. :-tor as set forth in Table No. 23 -K and modified i; Table 8.08 -A The total lateral force or shear at the base The total dead load as iefi.ned in Section 2302 including the partition, loading specified in Section 2304(d) where aopii.cable The weight of a portior of a structure or nonstructural component Numerical coefficient dependent upon the zone as determined by Figure No.l, of Chapter 23. All areas in California are class,..fied in Zones 3 or 4. For locations in Zone No.:3, Z=0-30- For locations in Zone No. 4, Z =0.40 (See tar::.' °fi(). 21 -1.) 3 4 5(." 48 42 36 W W LL = 301 x Q a. N = 24( v s CL a Q 180 120 6o `f" T FIGURE NO. .3. JK_A DEJIAND- CABACITY RATIO, 0.33W0/(2vuD) OR 0.33WD /(2vu0 } a) ACCEPTABLZ SPAN rOR DrAPRRAG.%19 iBASED ON Dr$PLACZ.`MfT CONTROL CONCSPTS) 32 Section 3. SEVERABILITY. If any section, subsection, sen- tence, clause, phrase or word of this Ordinance is for any reason held to be invalid by a court: ot competent jurisdiction, such decision shall not affect the validity of the remaining portions of this Ordinance. The City Co,incil hereby declares that it would have passed and adopted this Ordinance and each and all provisions thereof, irrespective cf the fact that any one or more of said provisions may be declarer invalid,. Section 4. The City Clerk shall. certify to the passage and adoption of this ordinance by not 'Less than a four - fifths vote of the City Council; shall enter the same in the book of original ordinances of said City; shall. make a minute of the passage and adoption thereof in the records :)f the proceedings of the City Council at which the same is passed and adopted; and shall, within fifteen (15) days after the passage and adoption thereof, cause the same to be published n the manner prescribed by law. 1989 PASSED AND ADOPTED hi; day of ATTEST: City Clerk Mayc)u- of the City of Moorpark, California