A four storeyed building has an elevation shownin Fig. 20.10 and is located in seismic zone IV.Determine the lateral forces and storey shears onan inner frame due to earth4uake using thefollowing data:Bay width= 6 m centre to centre (<)¡Frame spacing= 5m </<Height of ground floor = 4 m,%3DROOFTHIRDFLOORSECONDFLOORFIRSTFLOORFig. 20.10Height of other floorsFloor thickness including finish =Outer columns =3.5 m15 cm25 cm x 30 cm, 2 No.;Inner columns25 cm x 40 cm 3 No.Girders below floor slab =25 cm x 40 cmLive load =3 kN/mThere are no walls in this frame. Its foundation rests on hard soil.

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A four storeyed building haS An elevation shown in Fig. 20.10 and is located in seismic zone IV. Determine the lateral forces and storey shears on an inner frame due to earthquake using the following data: Bay width= 6m centre to

A four storeyed building haS An elevation shown in Fig. 20.10 and is located in seismic zone IV. Determine the lateral forces and storey shears on an inner frame due to earthquake using the following data: Bay width= 6m centre to

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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T3 = 0.182 sec Spectral Acceleration. From the response spectrum of Fig. 2.51, the spectral ac- celerations are S₁₁ = 0.251 g for mode 1 S₁₂ = 0.41 g for mode 2 S = 0.41 g for mode 3 Required. 1. Modal analysis to determine base shears. 2. Story forces, overturning moments, accelerations, and displacements for each mode. 3. Square-root-of-the-sum (SRSS) combinations. Level Tm, sec R 3 2 Σ . PF Rm PF 30 20.45 3m PF 2m am Sa v=αmS₂W R1=0.3320 931 $21 Mass (k-sec²) 9x1 5.81 0.3320 7.32 0.2044 1.496 7.32 0.0860 0.630 0.964 ΣΜΦ Emo² 0.2044 0.086 Mode 1 (Emo)² Em(Emo²) 4.055 1.000 PR1= 1.346 0.829 0.349 = 0.8040 ** 0.251 g 132.7 kips -0.2201 -0.2075 R2=0.2384 0.356 $32 Mode 2 3 $22 Mode 2 momo -1.745 1.000 -0.416 0.384 0.362 0.149 Mode 1 mxx1 m,o 9x2 1.929 0.640 0.2384 1.385 0.330 0.0713 0.4143 0.030 0.306 -0.2201 -1.611 0.355-0.2154 -1.577 0.340 0.054 -0.2075 -1.519 0.315 0.2936 2.149 0.631 0.9863 1.001 0.41 g 40.2 kips m=1 9x3 0.182 R3=0.0713 $23 -0.2154 $33 0.2936 777777. Mode 3 Mode 3…
What is the story shear force resisted by the columns between the second and third floor? Level Roof 3rd The following shows a schematic section of a three-story reinforced concrete building. The building weights, elevations and seismic story forces are shown in the table below. A F = 1200 k Fard 800 k F-400 k Story Weight (kip) 3,000 k 4,000 k 4,000 k 11,000k Elevation (ft) 42 30 15 Building Elevation and Seismic Story Forces 800 kips 1,200 kips 2,000 kips 2,400 kips Story force, F (kip) 1,200 800 400 2,400K Story shear (kip) 1,200 2,000 2,400 Roof 3rd Flr 2nd Fir Story overturning moment (kip-ft) 14,400 44.400 80,400
Which of the two buildings in the picture is more vulnerable to damage under the earthquake with different characteristics?How does the soil type influence the seismic response of superstructure(i.e one building is made on the hard soil and another on soft soil)?
A timber beam 98 mm wide by 160 mm high is subjected to a vertical shear V = 23 kN. Determine the shearing stress developed at %3D layer 3 only 20 mm apart from the top to bottom of the section. Answer must be in MPa.
Determine the characteristics of the equivalent bar (area, moment of inertia and shape factor of the cross section) that allows replacing the wall of three basements shown. Data: Reinforced Masonry Wall Internally: E = 500,000 ton/m2 E/G = 2.5 Thickness = 0.15 m Base: 2.0m Height of each basement wall: 2.5m Equivalent bar reinforced concrete deformable by flexion and axial: E = 2,000,000 ton/m2
Use the ASCE 7 equations for building vibration period and base shear and calculate the design base shear for the following building. Building information: Building height:Location:Function:Total building weight:Structural system: 160-ft tallSanta Monica, CA (Seismic Design Category E)Hospital (Importance factor, I =1.5)7,400 kipsSteel eccentrically braced frame (R= 8)
The framing plan of a two-storey post tensioned structure is shown below. Due to some issues, the owner suggest to change the corner columns to equivalent circular columns of the same section modulus as the initial square columns designated as shown in the figure. The size of the square columns is 0.50 by 0.50m. Height per level is 3.60 meters. E = 24.84 x 106 kPa and G = 9.92 x 106 kPa. Use column A-1 as building reference point. Assume the lateral force is acting from north to south direction. Considering the framing plan below as a typical floor framing plan: Set your calculator to 5 decimal places. Determine the stiffness for column D-1. A. 35.6 B. 32.5 C. 31.5 D. 37.4 Determine the stiffness for column 2-D. A. 35.6 B. 32.5 C. 31.5 D. 37.4 Determine the stiffness for column D-3. A. 35.6 B. 32.5 C. 31.5 D. 37.4 Determine the stiffness for column D-4. A. 35.6 B. 32.5 C. 31.5 D. 37.4
For each of the building properties listed below, identify which parameter from the base shear equations shall apply. Building occupancy and function Seismic Base Shear In accordance ASCE-7 code, buildings must be designed to withstand lateral forces that are generated during a severe earthquake. The minimum required design force is given in several equations. Design Base Shear, V= C, W Seismic response coefficient, C,, is the smaller value from two equations: In these equations: C₂ = C₂ < Sp! R Spy R Sor & Spare Seismic Acceleration Parameters from USGS maps is Importance Factor Tis Period of Vibration, (depends on building height & must be calculated) Ris Response Modification Factor from ASCE Table Wis the Effective Seismic Weight of the building. SD1 and SDs, seismic acceleration parameters R, response modification factor I, importance factor T, period None of these
Use the ASCE 7 equations for building vibration period and base shear and calculate the design base shear for the following building. Building information: Building height:Location:Function:Total building weight:Structural system: 160-ft tallSanta Monica, CA (Seismic Design Category E)Hospital (Importance factor, I =1.5)7,400 kipsSteel eccentrically braced frame (R= 8)
The following diagram shows a partial floor framing plan of an elevated walkway building connecting an airport terminal building to the adjacent garage. The concrete floor is not post- tensioned. Material properties are: - Concrete weight: wt = 150 pcf - Concrete compressive strength: f'c = 4000 psi - Steel tensile strength: fy = 60 ksi - Stirrup consists of #4 bar - Framing members are not exposed to weather or in contact with soil. Per the ACI, what is the minimum slab depth? Consider both the interior slab and the cantilevered slab at the edge of the building. 30-0¹ B4 B4 B4 83 Column 52 SI 30-0 -Sab Mark Dean- B4 B4 B4 83 B 30-0¹ BI B2 B2 BI -Girder 12 A 1 3-4 Ei 13:4 05 40-0 to 2