Check the stability of the 15 ft. concrete retaining wall; that is, check the factor of safety against sliding and overturning. Ignore passive resistance. Assume no surcharge and water is very deep. Assume Rankine's Active Earth Pressure Theory. Concrete weight = 150 pcf. Assume Coefficient of friction between wall footing bottom and sand is 0.55 1.25 ft GS. 15 15' deg. SAN'D ŏmoist =125 pef 0 = 31 degrees 15 ft. 7.25 ftA 2 ft. 2 ft - 1 ft. 10.5 ft.

Check the stability of the 15 ft. concrete retaining wall; that is, check the factor of safety against sliding and overturning. Ignore passive resistance. Assume no surcharge and water is very deep. Assume Rankine's Active Earth Pressure Theory. Concrete weight = 150 pcf. Assume Coefficient of friction between wall footing bottom and sand is 0.55 1.25 ft GS. 15 15' deg. SAN'D ŏmoist =125 pef 0 = 31 degrees 15 ft. 7.25 ftA 2 ft. 2 ft - 1 ft. 10.5 ft.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A 2.8 m wide x 0.42 m thick RC footing is to be provided for a 250mm thick RC wall. The wall carries a dead load of 161 kN/m and a live load of 224 kN/m of the wall. The gross allowable soil pressure is 260 kPa. The bottom of the footing is 1,031 mm below the ground. Use f'. = 21 MPa and fy = 420 MPa. Unit weight is 23.6 kN/m3 for concrete and 18.4 kN/m3 for the soil backfill. Calculate the ratio of the actual soil pressure to net effective pressure. (q/qeff ). Answer in four decimal places. (i.e. 1.6125, 1.5140, 0.8461, etc.)
A masonry terrace of 65mm thick concrete surface with 35mm thick cement tiles rest on 100mmx 200mmtimber spaced at 250mm on centers acting as simple beam with effective span of 3.8 meters. Weight of woodis7.5Kn/M^3 and masonry to be 18KN/m^3. Ew = 13.8GPa. Given:Allowable stresses for bending = 12 MPaFor shear parallel to the grain = 0.9 MPaDeflection = 1/360 of spana. Determine the uniform load it could support with respect to bending.
Q1. Determine the vertical displacement of end C of the precast concrete column. Econcrete = 4.2 (10³) ksi.
A 1.4 m wide x 0.39 m thick RC footing is to be provided for a 0.22m thick RC wall. Use f'c = 22 MPa and fy = 420 MPa. Unit weight is 24.9 kN/m3 for concrete and 17.95 kN/m3 for the soil backfill. The gross allowable soil pressure is 222 kPa. The wall transfers a dead load = 195 kN/m and a live load = 156 kN/m to the footing. Use 12mm diameter bars. Consider a footing depth of 863mm. What is the value of capacity minus demand in one-way shear? Answer in kN. If the value is negative, include the negative sign. Please answer it asap. For upvote. Thanks
Assume a 27-in.-thick square footing (d 23 in) supports an 18-in.-square tied interior column. Assuming that the shear force V = 827 kips and the concrete used is 3000-psi normal-weight concrete, what exactly is the required depth to resist the two- way shear? Select one: a. 30.7 in b. 16.2 in А C. 36.8 in d. 23.9 in
A 1.6 m wide x 0.46 m thick RC footing is to be provided for a 250mm thick RC wall. The wall carries a dead load of 160 kN/m and a live load of 225 kN/m of the wall. The gross allowable soil pressure is 323 kPa. The bottom of the footing is 670 mm below the ground. Use f'= 21 MPa and f, = 420 MPa. Unit weight is 23.6 kN/m3 for concrete and 18.4 kN/m3 for the soil backfill. Diameter of main bars is 16mm and that of the shirnkage and temperature bars 10mm Calculate the ratio of the Demand Shear Force to Shear Capacity in one- way shear. Answer in four decimal places. (i.e. 1.6125, 1.5140, 0.8461, etc.)
The floor shown below with an overall depth of 125 mm is to be designed to carry an imposed load (LL) of 2.5 kN/m² plus floor finishes and ceiling loads (DL) of 1.5 kN/m². Calculate the factored loads acting on beams CD. Assume unit weight of concrete is 24 kN/m². E 2. F 3.0 m 5.0 m Depth 125mn 0.125m -hh=2.5 kN/m² - PL = 1.5 kNm² - u. W of compete 24 KN/m³ A 80m B
3. Compute the resultant lateral force for the soil-wall system shown in Figure 3. You may ignore tensile cracks. Use •A- Coloumb •B - Rankine +30", y-20&N m Ground water table 7m e-SOKNim, -10,y-18KN/m° +25, y-20KN m Gravity wall Figure 3
A wall footing has a width of 2 m supporting a wall having a width of 0.22m. The thickness of the footing is 0.44m. and the bottom of the footing is 1.5m below the ground surface. If the gross allowable bearing pressure is 195 kPa, determine the actual critical shear acting on the footing, in KN. P(dead load) = 161 KN/m P(live load) = 160 KN/m yconcrete = 24 KN/m3 ysoil = 19 KN/m3 Depth of top of footing to NGL = 0.9 m concrete cover = 75mm assume db = 16mm dia.
Calculate the weight of the wall from the given Cross Section by considering the unit weight ofreinforced and plain concrete as γc=23 kN/m3.
The square footing below is built on saturated sand with sat KN 20K and Ø' = 30°. If the groundwater level rises to the surface, how would the long-term bearing capacity change? m3 conditions. Yw = 10 qult, 2 =?) qult, 1 Use the Terzaghi method and assume the Internal friction angle will not change in these two KN m3 K P 3.00 B/6 3.00 a = (1) (2) K