cture.com18 kPa0.5 m8Ysat =19 kN/m?, = 25°6.3 mBackfillDrainage blanket1.0 mY = 23.5 kN/m30.9 m18 m +3 m1) Determine the location of the resultant active force from the toe in m.2) Calculate the total overturning moment in kN-m.3) Determine the total righting moment in kN-m.4) Calculate the Factor of Safety against overturning in kN-m.

Active Earth Pressure (Ka) 3. Passive Earth Pressure (Kp) (Passive is more like a resistance) Earth…

Answered: 9, = 18 kPa 0.5 m 80 Ysat =19 kN/m? %3D…

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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1. Neglecting friction and the weights of the members, compute the magnitudes and directions of the pin reaction at A nd C for the folding table shown 30 kN/m A. RA = 15.12 kN and R: = 32.8 kN B. Ra = 44.69 kN and R = 43.01 kN C. RA = 13.3 kN and Rc = -5.4 kN D. Ra = 410.8 kN and R = 415.5 kN E. None of the above (state your answer) 10 kN/m %3D 1.2 m 0.8 m 0.8 m
For the simply supported beam shown, if El=250000 N. m2. Determine 1. The midspan deflection and midspan slope of the beam (8mia. Omia) 2. Deflection and slope at point D which is 1 m away from support A (8p, 8p) 3. Deflection and Slope at points A and B (84, 0A, 8B, Og) 2.5 kN/m A D 3 m 3 m 5 kN A E
Q5 Determine the reaction forces at B and C of the continuous beam below. It is calculated that the deflections at B and C of the "prime" structure are Ug.o = 0.0416m and vco 0.0335m respectively. Please note Young's modulus E=200x10° N/m2 and the Second Moment of Area 1=2.25x10 m. %3D 20KN 4kN/m B. D AC El 3m 3m 4m 4m Supporting equations: Ug0 -a R, -a,Rc =0 %3D Uco-aRg -a,R. =0 %3D
Calculate the reactions of supports for each beam below using slope-deflection method of analysis and draw the shear and moment diagram of each beam. 1. 20 kN / m A B 1.5 EI 2EI 8 M 2 M
Problem 3. The resultant of the three concurrent forces acting on the eyebolt is the force R = 1000j (kN). 900 kN ord 500 kN Determine the angle that specifies the direction of the 900 KN force. 2 Determine the magnitude of the force P If the magnitude of P = 200 kN, what is the value of angle 8?
15 KN solve 10 KN 8 KN/m B A Max E C ID 1.0 m 2.0 m deflectin 1.0 m 2.0 m EI is Constant Maximum Shear 57 maximum moment 144 Slope at Point A (/EI) 240.12 Slope at Point E(/ EI) Deflection at D( /EI) 217.4 Deflection at B( /EI) 240.12 Maximum Deflection ( /EI) Axial Force in the beam IIIIII
Statics Problems ons ofquod 2.19 The figure shows the forces exerted by wind on each floor level of a six-story steel frame building. Determine the resultant overturning moment at the base of the building at A. bigh sileoggo laups owl lollsing 2.20 Determine the moment of the 1,300# force applied at truss joint D about points B and C. Use Varignon's theorem. beligge 5 KN 10 kN 9 KN → 8KN + 8 ки 8 KN A BUILDING SECTION F=1300# 12' 5 D OP 12¹ 4m per story' 51
Q1) Determine the magnitude of the resultant force acting on the scree eye and its .direction measured clockwise from the x axis 8 kN 65° 13 kN
1. For the beam shown in figure, determine the Ely at 2m from left support, 3m from right support and at free end by Area-Moment Method. 10 kN/m 10 kN/m 10 kN 20 kN.m 2.000m 2.000m 1.000m
SITUATION 4 A simply supported beam, 6 m long, is subjected to a clockwise couple of 96 kN-m at the midspan. Assume flexural rigidity is constant. Determine the following. Deflection at Midspan a. 0 mm b. 6.9 mm 11. c. 27.7 mm d. 166.3 mm 12. Location of the Max Deflection a. 6.000 m b. 1.732 m c. 3.000 m d. 1.268 m 13. Maximum Deflection of the Beam. a. O mm b. 6.9 mm c. 27.7 mm d. 166.3 mm
Using Slope Deflection Method for Figure 03 and Figure 04, determine MAB, MaA, Mec, McB, Mco, Mpc and all reactions at support. Use I= 1/12 b(h³) and E = 2.10x10' KPa 1600 KN 1600 KN/m 800 KN/m A D 5.15m 3.36m 3.82m 3.82m 8.28m b1= 0.45m b2= 0.35m b3= 0.40m h1= 0.55m h2= 0.60m h3= 0.65m B.
Compute the reactions at supports with the computed end-value moments using the slope-deflection method. Mac = -25 kN-m Mca 3.9063 kN-m Mcp-3.9063 KN-m Moc = -0 kN-m 5 kN 5 kN/m ↓ 5m 5m 5 kN B 2.5m 2.5m fic

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