Although the recorded ground acceleration and response spectra of past earthquakes provide a basis for the rational design of structures to resist earthquakes, they cannot be used directly in design, since the response of a given structure to past earthquakes will invariably be different from its response to a future earthquake.

**Elastic design spectrum**

Although the recorded ground
acceleration and response spectra of past earthquakes provide a basis for the
rational design of structures to resist earthquakes, they cannot be used
directly in design, since the response of a given structure to past earthquakes
will invariably be different from its response to a future earthquake. However,
certain similarities exist among earthquakes recorded under similar conditions.
These characteristics have been discussed in previous sections on response
spectra. Earthquake data with common characteristics have been averaged and
â€˜smoothedâ€™ to create â€˜design spectraâ€™.

1Newmarkâ€“Hall â€˜broad-bandedâ€™ designs spectrum

This spectrum is normalized to a maximum ground acceleration
of 1.0*g*. The maximum ground velocity is specified by 1219.2 mm/s and
maximum ground displacement is 914.4 mm. The principal regions (acceleration,
velocity and displacement) of the design spectrum are identified in which the
response is approximately a constant, amplified value. Amplification factors
are then applied to the maximum ground motion in these regions to obtain the
desired design spectrum. The procedure is as follows:

1. Plot
the anticipated ground motion polygon on four-way logarithmic paper.

2. Apply
the appropriate amplification factor presented in Table 17.2 with maximum ground motion to construct design
spectrum for specific damping values.

3. Draw
the amplified displacement bound parallel to maximum ground motion
displacement.

4. Draw
the amplified velocity bound parallel to maximum ground velocity.

5. Draw
the amplified acceleration bound parallel to maximum ground acceleration.

6. Below a
period of 0.17 s the amplified acceleration bound approaches the maximum ground
acceleration. Draw a straight line from the amplification acceleration bound at
0.17 s to the maximum ground acceleration line at 0.033 s.

7. Below a
period of 0.033 s the acceleration bound is the same as maximum ground
acceleration.

In general, the spectral
intensities for vertical motion can be taken as approximately two-thirds of
horizontal motion when the fault positions are horizontal. Where fault motions
are expected to involve large vertical components, the spectral intensity,
vertical motion is assumed to be equal to horizontal.

Example 17.6

Construct a Newmarkâ€“Hall design
spectrum for a maximum ground acceleration equal to that of Northridge
earthquake 0.308*g* and for concrete buildings.

Solution

(a) Determine
maximum ground motion parameters Maximum ground acceleration | *u***Ë™Ë™*** _{g}* (

Maximum ground velocity
= 1219.2 Ã— 0.308

|* u***Ë™*** _{g}
*(

Maximum ground displacement = 914.4 Ã— 0.308

| *U _{g}*(

(b)Determine the amplified response parameters for *p* =
0.05

From table amplified *S _{pa}* = 2.6 Ã— 0.308

= 0.801*g* m/s^{2}

Amplified *S _{pv}* = 1.9 Ã— 375.5

= 713.45 mm/s

Amplified *S _{pd}* =

= 394.28 mm

(b) Construction
of design spectrum

(i)
Draw the maximum ground motion polygon using | *u***Ë™Ë™*** _{g}* (

| *u***Ë™*** _{g}
*(

(ii)Draw the amplified displacement *S _{d}* bound
parallel to the maximum ground displacement.

(iii) Draw the
amplified velocity *S _{v}* parallel to the maximum ground velocity
line. It intersects displacement bound at

(iv) Draw the
amplified acceleration *S _{pa}* bound to maximum ground
acceleration. It intersects velocity bound at 0.55 =

(v) Draw the
amplified acceleration bound linearly from the point corresponding to *T*_{3}
= 0.17 so that it intersects a line at *T*_{4} = 0.033 s with
maximum ground acceleration.

This spectrum is shown in Fig. 17.20.

Researchers have developed
procedures to construct the design spectra. From the ground motion parameters
the recommended values for firm ground are *T _{a}* = 1/33;

**Program 17.3: MATLAB
program for drawing Nemarkâ€“Hall design spectra **

%********************************************************** %
TO DRAW ELASTIC DESIGN NEWMARK-HALL SPECTRA
%**********************************************************

%give ip=1 for 50% mean and ip=2
for 84.1% median ip=1

%**********************************************************
c=[3.21 4.38;2.31 3.38;1.82 2.73];

d=[-.68 -1.04;-.41 -0.67;-.27
-.45]; %**********************************************************

%give damping value rho
%********************************************************** rho=5
%**********************************************************
%**********************************************************

%give peak ground acceln, peak
ground velocity peak ground disp %**********************************************************
pga=981.0;

pgv=121.92;

pgd=91.44;

ca=c(1,ip)+d(1,ip)*log(rho);

cv=c(2,ip)+d(2,ip)*log(rho);

cd=c(3,ip)+d(3,ip)*log(rho); for
k=.00001:.00001:.0001 x=0.01:1:100 t=log(2*pi*k)-log(x) y=exp(t)
loglog(x,y,â€˜kâ€™),grid on

hold on
t=log(k*9.81/(2*pi))+log(x) y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=.0001:.0001:.001
x=0.01:1:100 t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=.001:.001:.01 x=0.01:1:100
t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

xlabel(â€˜ period in secsâ€™)

ylabel(â€˜ spectral velocity sv in
cm/secâ€™) for k=.01:.01:.1

x=0.01:1:100 t=log(2*pi*k)-log(x) y=exp(t)
loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=.1:.1:1 x=0.01:1:100
t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=1:1:10 x=0.01:1:100
t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=10:10:100 x=0.01:1:100
t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=100:100:1000 x=0.01:1:100 t=log(2*pi*k)-log(x) y=exp(t)
loglog(x,y,â€˜kâ€™),grid on

hold on
t=log(k*9.81/(2*pi))+log(x) y=exp(t)

loglog(x,y,â€˜kâ€™) hold on

end

for k=1000:1000:10000
x=0.01:1:100 t=log(2*pi*k)-log(x) y=exp(t) loglog(x,y,â€˜kâ€™),grid on hold on

t=log(k*9.81/(2*pi))+log(x)

y=exp(t)

loglog(x,y,â€˜kâ€™) end

axis([0.01 100 0.02 500])
text(0.2,0.02,â€˜0.001â€™); text(0.6,0.1,â€˜0.01â€™); text(2,0.3,â€˜0.1â€™); text(7,1,â€˜1â€™);
text(20,3,â€˜10â€™); text(80,10,â€˜100â€™) text(20,1,â€˜Sd in cmâ€™) xlabel(â€˜ period in
secâ€™) ylabel(â€˜ Sv in cm/secâ€™) text(0.01,200,â€˜100â€™) text(0.01,20,â€˜10â€™)
text(0.01,2,â€˜1â€™) text(0.02,0.4,â€˜0.1â€™) text(0.07,0.1,â€˜0.01â€™)
text(.02,0.8,â€˜Sa/gâ€™) xc(1)=0.01; xc(2)=0.0303; xc(3)=0.125;

xc(4)=cv*pgv*2*pi/(ca*pga);

xc(5)=cd*pgd*2*pi/(cv*pgv);

xc(6)=10;

xc(7)=33.0

xc(8)=100.0;

yc(1)=pga*0.01/(2.0*pi);

yc(2)=pga*0.0303/(2*pi);

yc(3)=ca*pga*0.125/(2*pi);

yc(4)=cv*pgv;

yc(5)=cv*pgv;

yc(6)=cd*pgd*2*pi/10;

yc(7)=pgd*2*pi/33;

yc(8)=pgd*2*pi/100;

line(xc,yc,â€˜linewidthâ€™,3,â€˜colorâ€™,â€˜kâ€™);

title(â€˜ Newmark- Hall Design Spectrum 50% Median and rho=5%â€™)

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Civil : Structural dynamics of earthquake engineering : Elastic design spectrum |

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