Problem 3 - Figure 4 shows a symmetrical one-story structure. Each column has an individual stiffness of k = 5.Okip/in. Each way. The roof girders have an infinite stiffness relative to the columns. Required A. Develop a lumped mass mathematical model of the structure that will be suitable for use in the analysis for the spectrum shown. Assume 2% damping ratio. B. Using El-Centro response spectrum, determine the maximum earthquake force in the X-X direction applied to the roof level. C. Determine the maximum column share for the force in Part B. D. Determine the maximum deflection of the roof in the X-X direction 12' 20' X 20' Fig. 3 Total roof weight = 40 lb/ft^2 Rigid girders (typical) Column stiffness k =5.0 k/in. each way Weight walls = 15 lb/ft^2 all sides of building RESPONSE SPECTRUM IMPERIAL VALLEY EARTHQUAKE MAY 18, 1940 - 2037 PST IIIA001 40.001.0 EL CENTRO SITE IMPERIAL VALLEY IRRIGATION DISTRICT COMP SOOE DAMPING VALUES ARE O. 2. 5. 10 AND 20 PERCENT OF CRITICAL 400 200 F80 Acceleration, g 80 60 40 8884 100 20 20 086 4 VELOCITY (in./sec) .8 201 02 800 006 004 002 الله 2 86 Displacement, in. -20 400 008- 600 400 200 60 200 100 80 60 -800 40 20 20 006 004+ 10 986 F2000 4 2 0013 8000 0006 0004 .8 .6 2 4 6810 PERIOD (secs) .1 .04 .06.08.1 .2 4 .6.81 20 4 2 20 20
Problem 3 - Figure 4 shows a symmetrical one-story structure. Each column has an individual stiffness of k = 5.Okip/in. Each way. The roof girders have an infinite stiffness relative to the columns. Required A. Develop a lumped mass mathematical model of the structure that will be suitable for use in the analysis for the spectrum shown. Assume 2% damping ratio. B. Using El-Centro response spectrum, determine the maximum earthquake force in the X-X direction applied to the roof level. C. Determine the maximum column share for the force in Part B. D. Determine the maximum deflection of the roof in the X-X direction 12' 20' X 20' Fig. 3 Total roof weight = 40 lb/ft^2 Rigid girders (typical) Column stiffness k =5.0 k/in. each way Weight walls = 15 lb/ft^2 all sides of building RESPONSE SPECTRUM IMPERIAL VALLEY EARTHQUAKE MAY 18, 1940 - 2037 PST IIIA001 40.001.0 EL CENTRO SITE IMPERIAL VALLEY IRRIGATION DISTRICT COMP SOOE DAMPING VALUES ARE O. 2. 5. 10 AND 20 PERCENT OF CRITICAL 400 200 F80 Acceleration, g 80 60 40 8884 100 20 20 086 4 VELOCITY (in./sec) .8 201 02 800 006 004 002 الله 2 86 Displacement, in. -20 400 008- 600 400 200 60 200 100 80 60 -800 40 20 20 006 004+ 10 986 F2000 4 2 0013 8000 0006 0004 .8 .6 2 4 6810 PERIOD (secs) .1 .04 .06.08.1 .2 4 .6.81 20 4 2 20 20
Principles of Foundation Engineering (MindTap Course List)
8th Edition
ISBN:9781305081550
Author:Braja M. Das
Publisher:Braja M. Das
Chapter6: Vertical Stress Increase In Soil
Section: Chapter Questions
Problem 6.4P: Refer to Figure P6.4. A strip load of q = 900 lb/ft2 is applied over a width B = 36 ft. Determine...
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Please answer the questions in the picture. Thank you for your help. For part B use the Second Picture.
Transcribed Image Text:Problem 3 -
Figure 4 shows a symmetrical one-story structure. Each column has an individual stiffness of k =
5.Okip/in. Each way. The roof girders have an infinite stiffness relative to the columns.
Required
A. Develop a lumped mass mathematical model of the structure that will be suitable for use in the
analysis for the spectrum shown. Assume 2% damping ratio.
B. Using El-Centro response spectrum, determine the maximum earthquake force in the X-X
direction applied to the roof level.
C. Determine the maximum column share for the force in Part B.
D. Determine the maximum deflection of the roof in the X-X direction
12'
20'
X
20'
Fig. 3
Total roof weight = 40 lb/ft^2
Rigid girders (typical)
Column stiffness
k =5.0 k/in. each way
Weight walls = 15 lb/ft^2
all sides of building
Transcribed Image Text:RESPONSE SPECTRUM
IMPERIAL VALLEY EARTHQUAKE
MAY 18, 1940 - 2037 PST
IIIA001 40.001.0 EL CENTRO SITE IMPERIAL VALLEY IRRIGATION DISTRICT COMP SOOE
DAMPING VALUES ARE O. 2. 5. 10 AND 20 PERCENT OF CRITICAL
400
200
F80
Acceleration, g
80
60
40
8884
100
20
20
086
4
VELOCITY (in./sec)
.8
201
02
800
006
004
002
الله
2
86
Displacement, in.
-20
400
008-
600
400
200
60
200
100
80
60
-800
40
20
20
006
004+
10
986
F2000
4
2
0013
8000
0006
0004
.8
.6
2
4
6810
PERIOD (secs)
.1
.04 .06.08.1
.2
4 .6.81
20
4
2
20
20
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