5. Figure 5 shows a square footing of side 2.4m designed to carry a column load of (300+Y) kN, moment of (10+Y) kNm and

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: 5 Figure 5 Shows A Square Footing Of Side 2 4m Designed To Carry A Column Load Of 300 Y Kn Moment Of 10 Y Knm And 1 (140.2 KiB) Viewed 17 times

: 5 Figure 5 Shows A Square Footing Of Side 2 4m Designed To Carry A Column Load Of 300 Y Kn Moment Of 10 Y Knm And 2 (178.26 KiB) Viewed 17 times

: 5 Figure 5 Shows A Square Footing Of Side 2 4m Designed To Carry A Column Load Of 300 Y Kn Moment Of 10 Y Knm And 3 (228.49 KiB) Viewed 17 times

5. Figure 5 shows a square footing of side 2.4m designed to carry a column load of (300+Y) kN, moment of (10+Y) kNm and a horizontal load of 20 kN acting 2.5m above a counter-clockwise the ground. (300+Y) KN (10+Y) kNm 20 kN at a 2.5 m elevation 0.0 Clayey soil -0.8m Sat. Unit weight = 17.0 kN/m³ N'60=(15+0.1Y) -2.5m Bedrock Figure 5 Isolated column/footing configuration (a) Plot the actual pressure distribution induced by the footing on the ground indicating the two extreme values (03 points). (b) Clearly showing all the calculations, check the adequacy of the above footing (10 points). Hansen's bearing capacity expression qult = cNsdic8b+qNsdigb +0.5ByN¸s dig.b (3.5) For undrained conditions qult = 5.14s (1+s+d-i-gb)+q (3.6)
Corrected SPT N Sands 0 4 10 30 50 Clay 0 2 Description Very loose Loose Medium Dense Very dense Very soft Soft 4 Medium 8 Stiff 16 Very stiff 32 Hard TABLE 3.1 Bearing Capacity Factors Terzaghi's (1943) Expression Ф N₂ No N₂ 1.0 0.0 1.6 0.5 2.7 1.2 4.4 2.5 7.4 5.0 12.7 9.7 22.5 19.7 41.4 42.4 81.3 (pcf) 70-100 90-115 110-130 120-140 130-150 100-120 110-130 120-140 Hansen, Meyerhoff, and Vesic's Expressions No N₁ 5.14 6.49 8.34 (kN/m³) 11.0-15.7 14.1-18.1 17.3-20.4 18.8-22.0 20.4-23.6 15.7-18.8 17.3-20.4 18.8-22.0 1.0 1.6 2.5 3.9 6.4 10.7 18.4 33.5 64.1 11.0 14.8 20.1 30.1 46.4 75.3 (deg) 25-30 27-32 30-35 35-40 38-43 4ksf (x47.92 kPa) 0 0.5 1.0 2.0 4.0 8.0 Meyerhoff (1951, 1963) N₁ Hansen (1970) N₁ 0.0 0.1 0.4 1.2 2.9 6.8 15.1 34.4 79.4 0 5.7 5 7.3 10 9.6 15 12.9 20 17.7 25 25.1 30 37.2 35 57.8 40 95.7 100 45 172 173 298 134 135 TABLE 3.2a Shape and Depth Factors for Hansen's Expression Shape Factors Depth Factors d'=0.4k for o=0° $=0.2-² for $=0° L d=1.0+ 0.4k N₁ B k= D/B for D/B<1 Sc=1.0+ N. L k (rad) = tan-¹ (D/B) for D/B>1 B d=1+2 tan (1 - sin b)² k -1.0+ sinp L B d, = 1.00 Sy=1.0-0.4- L 201 0.0 0.1 0.4 1.1 2.9 6.8 15.7 37.6 93.6 262.3 Vesic (1973, 1975) N₂ 0.0 0.4 1.2 2.6 5.4 12.5 22.4 48.1 109.3 271.3
TABLE 3.3a Inclination, Ground Slope, and Base Tilt Factors for Hansen's Expression (Fi Load Inclination Factors Factors for Base on Slope (B) Factors for Bº -0.5-0.51-- H₁ AfCa 8= 147° 1-₁- 4-4-4-²-1 N₁-1 &c=1.0- Bº 147° b₁ =1 8q8y=(1-0.5 tan ß)5 b₁ = exp(-0. 4-11- 0.5H; V+ A,C, coto 2≤α≤5 (Bº measured clockwise from horizontal) by = exp(-0. (n is measured cou horiz 4-1- (0.7-0°/450°)H₂ V+ A,C, coto 2≤0255 Source: Hansen, J.B., A revised and extended formula for bearing capacity, Danish G Copenhagen, Bulletin No. 28, 1970. Reproduced with permission from Bo Analysis and Design, McGraw-Hill, New York, 2002. Note: Primed factors are for = 0. C (cohesion) = attraction between the same mate attraction between two different materials (e.g., concrete and soil). Hence, C₁ < ( gests C₂ (0.6-1.0)C. The actual value depends on the concrete finish. If concre smooth then, C, would be higher than that of a rough base. b^2=