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Splices and development of reinforcing bars: The ends of reinforcing bars shallbe anchored by bend to prevent the bars from slipping out of concrete, but the hookmay be omitted in exterior ends of columns and beams and in chimneys. Longitudinalbars shall be joined at a part of structural members where tensile force is least. Whenthe longitudinal bars are spliced at a point where tensile force is not least, the splicelength shall be not less than 40 times the bar diameter. Tension reinforcing bars inbeams shall have a development length of not less than 40 times the bar diameter. Thelap splice length and development length shall be not less than 50 times the bardiameter if used with light weight aggregate concrete. The provisions, herein, shallnot apply if the safety is confirmed by the structural calculation outlined by theMinister of Construction.Strength of concrete: The compressive strength of concrete at the age of 28 daysshall be 12 N/mm 2 (9 N/mm 2 in the case of the light weight aggregate concrete) orlarger, and also shall satisfy the specified design strength of concrete established bythe Minister of Construction. The strength of concrete shall be determined by a testspecified by the Minister of Construction. Mixture of concrete shall be determined sothat the product will be uniform and compact and have necessary strength.Curing of concrete: Concrete shall be cured under the temperature of concrete atnot less than 2 degrees C over 5 days after the concrete is poured, and due care shallbe taken for dry-out or vibration that might prevent the concrete from setting andhardening. This shall not apply in cases where special measures are taken forfacilitating the setting and hardening of the concrete.Removal of forms and supports: Forms and supports for structural membersshall not be removed until the concrete attains strength sufficient to prevent largedeformation, cracks or other damage due to dead load and other forces duringconstruction work. Necessary technical standards with respect to the removal of formsand supports described in the preceding paragraph shall be established by the Ministerof Construction.Structures of columns: Columns constituting principal parts necessary forstructural strength shall satisfy the following:(1) Longitudinal reinforcement of a column shall consist of four or morereinforcing bars and be firmly fastened to hoops;(2) Diameter of hoops shall be 6 mm or larger, and the interval shall be 150 mmor less (100 mm or less within the range of twice the smallest width of acolumn immediately above the floor slab and below the girder) and 15 timesor less of the bar diameter;(3) Lateral reinforcement ratio shall be 0.2% or larger;(4) Smallest width of a column shall be 1/15 or more of the distance between itssupports; and(5) Gross longitudinal ratio of column longitudinal reinforcement shall be 0.8%or more.Provisions (2) through (5) shall not apply if structural safety is confirmed by thestructural calculation outlined by the Minister of Construction.521
Construction of floor slabs: Floor slabs shall be constructed to satisfy thefollowing:(1) Thickness of floor slabs shall be 80 mm or more and 1/40 or more of theeffective span in the direction of the shorter side,(2) Spacing between tension reinforcing bars at maximum bending momentshall be 200 mm or less in the direction of the shorter side and 300 mm or less inthe direction of the longer side, and also 3 times or less of he thickness of thefloor slabs.The above provisions (1) and (2) shall not apply if the vibration and deformation isexamined by structural calculation in the Ultimate Strength Calculation outlined inthe Building Standard Law Enforcement Order.Precast concrete slabs shall meet the following additional requirements:(1) Connections with surrounding beams shall be able to transfer the existingstress;(2) Where two or more members are used, those members shall be firmly tied toeach other. Provided, that this shall not apply in cases where structural safetyhas been confirmed through structural calculation or experimentation.The provisions (1) and (2) shall not apply if the vibration and deformation isexamined by structural calculation in the Ultimate Strength Calculation outlined inthe Building Standard Law Enforcement Order.Construction of girders: Girders shall be provided with longitudinalreinforcement at the top and bottom, and shall have stirrups at intervals not exceeding3/4 of the girder depth.Bearing walls: Bearing walls shall be constructed to satisfy the followings: (1)thickness shall be 120 mm or more; (2) periphery of an opening of bearing walls shallbe reinforced with reinforcing bars of diameter of 12 mm or more; (3) bearing wallsshall be provided with horizontal and vertical reinforcing bars of diameter of 9 mm ormore at an interval of 300 mm or less (450 mm or less in the case of doublereinforcement) unless the structural safety is confirmed by the structural calculationoutlined by the Minister of Construction. The interval may be extended up to 350 mm(500 mm in the case of double reinforcement) for single-story buildings; (4)connection with surrounding columns and beams shall be able to transfers the existingstress at the parts. Bearing walls of box frame construction shall meet the additionalfollowing requirements: (1) width of bearing walls shall be 450 mm or more; (2) edgeand corner of a bearing wall shall be reinforced by reinforcing bars of diameter of 12mm or more; (3) bearing walls shall be firmly tied at the top and the bottom to wallgirders (continuous foundation or foundation girders in the case of the bottom of abearing wall on the lowest floor) of width not less than the thickness of the bearingwall, and to transfer the existing stress at the connection.Thickness of concrete cover for embedded bars: The thickness of concretecover for embedded bars shall be 20 mm or more for walls other than bearing walls orfloor slabs, 30 mm or more for bearing walls, columns or beams, 40 mm or more forwalls, columns, floors or beams which come directory in contact with the soil as well522
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PERFORMANCE-BASED SEISMIC DESIGNCON
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CONTENTSTable of Contents..........
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REAL-TIME DYNAMIC HYBRID TESTING OF
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PREFACEThe workshop on “Seismic D
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LIST OF PARTICIPANTSSergio M. Alcoc
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RESOLUTIONSThe International Worksh
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CONCLUSIONS AND RECOMMENDATIONSThe
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nonlinear dynamic) and when they sh
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exists to develop testing protocols
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to be sent soon to the 28 members o
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factor γ I is 1.4 or 1.2 for essen
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i. The well-known relation µ θ -
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γ s =1.15. Values less than 1.0 me
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efore (factor α in Eq.(4)). Materi
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the force demand from the analysis,
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OVERVIEW OF A COMPREHENSIVE FRAMEWO
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ground motion Intensity Measure (IM
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2.2 Simulation of Engineering Deman
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describing the economic losses asso
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practice the localized gravity load
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Whereas financial and insurance org
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AN OUTLINE OF AIJ GUIDELINES FOR PE
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(7) a method of performance evaluat
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where, T: natural period of structu
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6. DAMAGE AND LIMIT DEFORMATIONSThe
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The limit inter-story deformations
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DirectionX-directionY-directionSkew
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HAZARD, GROUND MOTIONS AND PROBABIL
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of events with [X1>x 1 , X 2 >x 2 ,
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2.4 Option C: Sufficient IMs: Estim
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predictions and hence required samp
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PEER has put forward PBSA methodolo
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3.2.1 A DCF Displacement-Based Form
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parameter k (the slope of the hazar
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POST-EARTHQUAKE FUNCTION OF HIGHWAY
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ln( EDP) a b ln ( IM )= + (1)Probab
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terms of global and local bridge pe
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Figure 3. Bridge column component d
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5.2 Method B: MDOF Residual Displac
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calculated using a 2 dimensional mu
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MODELING CONSIDERATIONS IN PROBABIL
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location. Transverse reinforcement
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2.50.1000Spectral Accel. (g)2.01.51
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Results indicate that 33% of the re
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4.1.2 Elastic vs. Inelastic ModelsF
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The increased dispersion leads to h
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AN ANALYSIS ON THE SEISMIC PERFORMA
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The survey stood on the condition t
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who decide the design force levels
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It is interesting to clarify whethe
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concluded that the dependence of in
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Table 10. Problems of performance-b
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DEVELOPMENT OF NEXT-GENERATION PERF
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ground shaking hazard, probable str
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Vulnerability of buildings to losse
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Peak Interstory Drfit Ratio0.120.10
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Conditional Probability ofDamage St
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Probability of Non-Exceedance10.80.
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APPLICATIONS OF PERFORMANCE-BASED E
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PRACTICAL ADAPTATION FOR STAKEHOLDE
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cost premium for the more expensive
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The future techniques will improve
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Benefit-cost ratio(BCR) 2.5UC Berke
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motivation to change the way they w
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CHANGING THE PARADIGM FOR PERFORMAN
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Ideally, the preliminary design of
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ModelM1M2M3Table 1. Description of
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Sample results from the response-hi
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In FEMA 273/356, the intersection o
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(M8 and M9) and the isolated frames
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THE ATC-58 PROJECT PLAN FOR NONSTRU
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The development of next-generation
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for these flexible nonstructural co
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spectra is several times larger tha
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The variability is associated with
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functions for a wide variety of non
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SIMPLIFIED PBEE TO ESTIMATE ECONOMI
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One can show (Porter et al. 2004) t
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( )FDM| EDP= xdm = 1 −FRdm , + 1,
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1. Facility definition. Same as in
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Table 1. Approximation of seismic r
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The EAL values shown in Figure 3 mi
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ASSESSMENT OF SEISMIC PERFORMANCE I
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where e -λτ is the discounted fac
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IDR 3[rad]σPFAIDR34(g)σ PFA4media
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Figure 3a, shows an example of frag
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P(C LVCC i |IM )1.00.80.60.40.20.00
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E [ L T | IM ]$ 10 M$ 8 M$ 6 M$ 4 M
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SEISMIC RESILIENCE OF COMMUNITIES
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2. RESILIENCE CONCEPTSResilience fo
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quantification tools could be used
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structure remains elastic. This is
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of Figure 7a will be used. It is as
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Nigg, J. M. (1998). Empirical findi
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acceleration with a 475-year return
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limit states, the suggestions given
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∆NSLsi= SϑH(5)iTFor column-sway
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Pinto et al., 2004). The probabilit
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The main difficulty in assigning a
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Crowley, H., R. Pinho, and J. J. Bo
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analytical models generally have si
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Figure 2. Structure of the response
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can be used as a random variable of
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4. DERIVATION OF THE VULNERABILITY
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5. CONCLUSIONSDerivation of vulnera
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REFERENCESAbrams, D. P., A. S. Elna
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In general, these types of bench-mo
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where & x&(t ) = acceleration at th
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science building. The lateral load-
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emain the same, the magnitude of sl
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of sliding thresholds, are desirabl
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Retrofit of Nonstructural Component
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was developed to accommodate these
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tested by Meinheit and Jirsa are us
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where D is the maximum drift and N
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in predicting damage as well as rep
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4.2.2 Modeling the Data Using Stand
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that the defining demand using a no
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• The influence on the dynamic re
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deviations σ and correlation coeff
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The first three modes of vibration
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Details about the ten records selec
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to allow a quantitative assessment
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Cornell A. C., F. Jalayer, R. Hambu
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limited possibilities of overcoming
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uildings, up to five stories high (
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Efficiency η, %100806040203D-RWBW-
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Table 1. Performance criteria for c
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Because the analytical model strong
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REFERENCESAguilar, G., R. Meli, R.
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tests of its type ever conducted. T
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end work-point to work-point). And
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Fig. 5 shows the actual application
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3Roof Disp. (mm)250200150100500-50-
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Base Shear (kN)Base Shear (kN)40002
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8. CONCLUSIONSBased on the test and
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REAL-TIME DYNAMIC HYBRID TESTING OF
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:::::2004) can be formulated using
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The structure to be simulated is di
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measurements, to the modeling of th
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Figure 8. Two stories (left) and hy
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ROLES OF LARGE-SCALE TEST FOR ASSES
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mid-height in the third story, at w
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cycles were repeated for each ampli
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the tests with ALC panels were excl
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the relationship between the moment
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attachment details adopted for inst
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FULL-SCALE LABORATORY TESTING: STRA
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economic losses resulting from the
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4. OBJECTIVES AND OUTCOME OF STRUCT
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15001000500Shear [kN]0-8.0 -6.0 -4.
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5.1 3D Tests on a Torsionally Unbal
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Non-linear substructuring was recen
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PERFORMANCE BASED ASSESSMENT — FR
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4 x 50 m = 200 mC1 C2 C3h u = 7 mh
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some procedures are (contrary to th
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5 th floor disp. [cm]0.60.0-0.6CC =
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While the global drift of the build
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the use of such connections in eart
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I d = 0.25elastic limitmaximum resi
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As regards the influence of differe
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ON GROUND MOTION DURATION AND ENGIN
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time between the first and last acc
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FyFyFyFFFkk0.03kδδδcover a large
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T5b, T13a, T13b, T20a and T20b can
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Tabled results show that in the cas
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0 0.25 0.5 0.75 1Dkin PfSa[g]0 0.25
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ON DRIFT LIMITS ASSOCIATED WITH DIF
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BehaviourElasticInelasticCollapseDa
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Other factors such as the applied l
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4. MOMENT RESISTING FRAMES4.1 Ducti
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5Ductility factor432100 0.2 0.4 0.6
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5.1 Flexural Structural WallsAn exa
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MODAL PUSHOVER ANALYSIS: SYMMETRIC-
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Floor963SeattleNonlinear RHAFEMA1st
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The peak modal demands r n are then
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9BostonSeattleLos AngelesFloor63RSA
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5. EVALUATION OF MPA: UNSYMMETRIC-P
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Without additional conceptual compl
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AN IMPROVED PUSHOVER PROCEDURE FOR
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for a response governed by the fund
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2.2 Modal ScalingThe principal aim
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2.3 Pushover-History AnalysisSubsti
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(3) Calculate cumulative scale fact
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46.4 58 58 58 58 58 58 58 58 58 58
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EXTENSIONS OF THE N2 METHOD — ASY
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The strength reduction factor due t
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The relations apply to SDOF systems
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in X-direction pushover curves prac
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As an example, an idealized force-d
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The IN2 curve can be used in the pr
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HORIZONTALLY IRREGULAR STRUCTURES:
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Dutta and Das (2002, 2002b and refs
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They tested the procedure on three
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Table 1. Properties of the 4 WallsW
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The following is a summary of two s
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ectangular concrete deck supported
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REFERENCESAlmazan, J. L., and J. C.
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Rosenblueth, E. (1957). “Consider
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instantaneous period of vibration a
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value of the maximum plastic deform
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(a) elastic-perfectly plastic type(
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where a is the constant peculiar to
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Referring to Eq. (15), the natural
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-The effective period obtained by u
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eal damage data, rather than theore
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liquefaction-induced damage. This i
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Figure 5. Selected damage distribut
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Figure 6. Idealized capacity spectr
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I’ for the ductile case, as expec
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This study has shown that a modific
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thickness of the inner wall is usua
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4. EARTHQUAKE GROUND MOTION INPUT A
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5.2 Performance Levels and Limit St
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where λ I jis the occurrence rate
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intensity VI because the number of
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and thus are not considered in seis
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The values of the displacement modi
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constant amplitude loading (CA) or
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deterioration. These are the type o
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members, is the main feature of the
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RESULTS, DISCUSSIONS AND CONCLUSION
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systems, where FEMA estimations are
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The case study is a Hospital in the
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Table 1. Dimensions and amount of r
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4.2 Incremental AnalysisBase shear
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When adding jackets to columns, the
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storyShear in interior Column [ton]
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PERFORMANCE-BASED SEISMIC ASSESSMEN
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2. HYBRID FRAME BUILDINGSTwo precas
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15’ - 0” 15’ - 0”Hybrid fra
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and maximum residual inter-story fr
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As the first step in understanding
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Table 3. Comparison of calculated m
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NEW MODEL FOR PERFORMANCE BASED DES
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(a) interior beam-column joint(b) k
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yxVN =VADjDBABLD jDOV cOVCN= VLV bV
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3.3.2 B-modeThe equilibrium conditi
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3.6 Failure ModeBased on the calcul
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Name ofSpecimenTable 2. Comparison
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EARTHQUAKE ACTIONS IN SEISMIC CODES
Page 484 and 485: examination of the risk implication
Page 486 and 487: Bozorgnia and Campbell (2004) find
Page 488 and 489: structure, the results of inelastic
Page 490 and 491: hazard curves will often vary throu
Page 492 and 493: large uncertainties associated with
Page 494 and 495: A PRAGMATIC APPROACH FOR PERFORMANC
Page 496 and 497: Relative Height20118160.8140.6 1210
Page 498 and 499: Yield Strength Coefficient, Cy2.01.
Page 500 and 501: Yield Strength Coefficient, Cy*1.61
Page 502 and 503: 2.6 Preliminary DesignIn the preced
Page 504 and 505: 4. CONCLUSIONSIn the space availabl
Page 506 and 507: EXAMINATION OF THE EQUIVALENT VISCO
Page 508 and 509: of the bilinear model with the ener
Page 510 and 511: 3. STUDY PARAMETERS AND ASSESSMENT
Page 512 and 513: decided to investigate the accuracy
Page 514 and 515: DISPLACEMENT(m)DISPLACEMENT (m)DISP
Page 516 and 517: The results for all 100 earthquake
Page 518 and 519: CONTRASTING PERFORMANCE-BASED DESIG
Page 520 and 521: Conceptual design is greatly facili
Page 522 and 523: 2. The availability of cost-of-repa
Page 524 and 525: There are many questions to be answ
Page 526 and 527: assess expected NSASS losses. For t
Page 528 and 529: 3.2.2 Design for Tolerable Mean Ann
Page 530 and 531: THE PERFORMANCE REQUIREMENTS IN JAP
Page 532 and 533: 2.1 Law Enforcement and InspectionT
Page 536 and 537: as for the rising part of continuou
Page 538 and 539: compressive stress of concrete is t
Page 540 and 541: MOLIT Notification No. 1461 outline
Page 542 and 543: AUTHOR INDEXH. Akiyama.............
Page 544 and 545: F. Taucer .........................
Page 546 and 547: PEER 2003/06PEER 2003/05PEER 2003/0
Page 548 and 549: PEER 2001/13PEER 2001/12Modeling So
Page 550: PEER 1999/04 Adoption and Enforceme
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