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Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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**do not solve this problem using the eqn F= Cs x W please use the example used in the textbook (image attached)** problem: A two-story hospital facility shown in Figure P2.24 is being designed in New York with a basic wind speed of 90 mph and wind exposure D. The importance factor I is 1.15 and K, = 1.0. Use the simplified procedure to determine the design wind load, base shear, and building overturning moment. (b) Use the equivalent lateral force procedure to determine the seismic base shear and overturning moment. The facility, with an average weight of 90 lb/ft? for both the floor and roof, is to be designed for the following seismic factors: Sds= 0.27 and Sd1= 0.06 reinforced concrete frames within our value of eight are to be used. The importance factor is 1.5. (C) do wind forces or seismic forces govern the strength design of the building?

Transcribed Image Text:EXAMPLE 2.8 5 @ 12'= 60 FR=70.8 kips F6=57.4 kips-> F5 = 44.6 kips- F432.3 kips- F3=20.8 kips-> F2= 10.1 kips-> (a) V = 236 kips (b) roof Determine the design seismic forces acting at each floor of the six-story office building in Figure 2.22. The structure of the building consists of steel moment frames (all joints are rigid) that have an R value of 8. The 75-ft-tall building is located in a high seismic region with Sp = 0.4g and Spi = 1.0g for a building supported on rock, where g is the gravi- tational acceleration. The deadweight of each floor is 700 kips. = 6th floor 5th floor 4th floor 3rd floor 2nd floor Figure 2.22: (a) Six-story building; (b) equiv- alent lateral load profile. { Solution Compute the fundamental period, using Equation 2.12: T=Ch 0.028 (75)0.8 = 0.89 s Assuming that the floor deadweight contains an allowance for the weight of columns, beams, partitions, ceiling, etc., the total weight W of the building is W = 700(6) = 4200 kips. The occupancy importance factor I, is 1 for office buildings. Com- pute the base shear V using Equations 2.11a and c: V= but not more than and not less than F3rd floor SDI T(R/I) Vmax= w3h's Σwh i=1 -V W= 0.4 0.89(8/1) SDs W = R/I 1.0 8/1 (4200) = 236 kips Vmin = 0.044SDI W=0.044 x 1.0 x 1 x 4200 = 184.8 kips (2.11c) Therefore, use V = 236 kips. Computations of the lateral seismic force at each floor level are sum- marized in Table 2.12. To illustrate these computations, we compute the load at the third floor. Since T = 0.89 s lies between 0.5 and 2.5 s, we must interpolate using Equation 2.14 to compute the k value (Figure 2.21): k= 1 + T-0.5 = 1+ 0.89-0.5 2 2 36,537 415,262 (4200) 525 kips = 1.2 (2.11a) (236) = 20.8 kips (2.11b)

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