MCE CalculationMAXIMUM CONSIDERED EARTHQUKE CALCUATIONMean
return period, PR, at the desired exceedance
probability43.429Yearswhere PEY is the probability of exceedance
(expressed as a decimal) 0.9and time Y ( in years) for the desired
earthquake hazard level.100YearsProbabilities of Exceedance Between
2%/50 Years and 10%/50 Years. For probabilities of exceedance,PEY,
between 2%/50 years & 10%/50 years, when the mapped BSE-2,
short-period response acceleration parameter, SS, is less than
1.5g, the modified mapped short-period response acceleration
parameter, SsSs1.5gSs=1.228g for 10%/50 years Maximum Design
Earthquake and modified mapped response acceleration parameter at a
one-second period, S1, shall be determined from Equation 1n(Si) =
1n(Si10/50) + [1n(SiBSE-2) 1n(Si10/50)]S1=1n(Si10/50) +[0.606
1n(PR) 3.73]-2.156g for 10%/50 years MCEWhereln(Si) = Natural
logarithm of the spectral acceleration parameter (i = s for
short-period or i = 1 for 1 second period) at the desired
probability of exceedance1n(Si10/50) = Natural logarithm of the
spectral acceleration parameter (i = s for short-period or i = 1
for 1 second period) at a 10%/50 year exceedance rate1n(SiBSE-2) =
Natural logarithm of the spectral acceleration parameter (i = s for
short-period or i = 1 for 1 second period) for the BSE-2 hazard
level1n(PR) = Natural logarithm of the mean return period
corresponding to the exceedance probability of the desired
earthquake hazard levelWhen the mapped BSE-2 short-period response
acceleration parameter, SS, is greater than or equal to1.5g, the
modified mapped short-period response acceleration parameter, SS,
and modified mappedresponse acceleration parameter at a one-second
period, S1, for probabilities of exceedance between 2%/50years and
10%/50 years shall be determined from EquationS110/50=0.491g for
10%/50 years Mapped Earthquake Ss=1.5g for 10%/50 years Design
Ground accelerationS1=0.245g for 10%/50 years Design Ground
accelerationwhere Si, Si10/50 and PR are as defined above and n
shall be obtained from TableTable Values of Exponent n for
Determination of Response Acceleration Parameters atEarthquake
Hazard Levels between 10%/50 years and 2%/50 years; Sites where
Mapped BSE-2 Valuesof SS 1.5g Values of Exponent n for Region
SsS1California 0.290.29Pacific Northwest 0.560.67Intermountain
0.50.6Central US 0.981.09Eastern US 0.931.05
Infill wall depth CalculationMasonry Infills In-PlaneFinite
element programs such as FEM 1 may be useful in analyzing masonry
infills with openings.The elastic in-plane stiffness of a solid
unreinforced masonry infill panel prior to cracking shall
berepresented with an equivalent diagonal compression strut of
width, a, given by following Equation. The equivalent strut shall
have the same thickness and modulus of elasticity as theinfill
panel it represents.22.470inch0.571mOKwhere:0.02931= Coefficient
used to determine equivalent width of infill struthcol = Column
height between centerlines of beams, inch =1142.8956mhinf = Height
of infill panel, inch =1022.591mfck = New Concrete Grade20N/mm2Efe
= Expected modulus of elasticity of Concrete,M20,
ksi3243.14222360679.7749979KN/m2fme = Allowable Compressibe
strength of Brick masonry12000KN/m2Eme = Expected modulus of
elasticity of infill brick wall, ksi=550fme957.2496600000KN/m2bcol
= width of infill wall9.0550.230mdcol = depth of infill
wall22.4800.571mIcol = Moment of inertia of column,
inch4.8572.74781456740.003568247m4Linf = Length of infill panel,
inch174.0004.420mrinf = Diagonal length of infill panel,
inch208.0195.284mtinf = Thickness of infill panel and equivalent
strut, inch9.0550.23m= Angle whose tangent is the infill height to
length aspect ratio, radians0.653radiansFor noncomposite infill
panels, only the wythes in full contact with the frame elements
shall beconsidered when computing in-plane stiffness unless
positive anchorage capable of transmitting in-plane forces from
frame members to all masonry wythes is provided on all sides of the
walls.Stiffness of cracked unreinforced masonry infill panels shall
be represented with equivalent struts;the strut properties shall be
determined from analyses that consider the nonlinear behavior of
theinfilled frame system after the masonry is cracked. The
equivalent compression strut analogy shall be used to represent the
elastic stiffness of aperforated unreinforced masonry infill panel;
the equivalent strut properties shall be determinedfrom stress
analyses of infill walls with representative opening patterns.
Stiffnesses for existing and new infills shall be assumed to be the
sameAlong GridLocation of wallLength of wallBreadth of
wall-bracingDepth of bracingAdopted DepthUnit Weight KN/m3E,
N/mm2Poisson RatioCoeff of Thermal ExpansionShear Modulus,
N/mm2A-A1-24.1150.2300.5300.55020.0002200.0000.28.10E-06916.670A-A2-34.1150.2300.5300.55020.0002200.0000.28.10E-06916.670A-A3-42.0570.2300.8470.85020.0002200.0000.28.10E-06916.670A-A4-53.9880.2300.5140.52020.0002200.0000.28.10E-06916.6701-1A-B4.4960.2300.5810.58020.0002200.0000.28.10E-06916.6701-1B-C4.4200.2300.5710.58020.0002200.0000.28.10E-06916.670
Sheet3
