IrregularFootingSoilPressure (www.theengineeringcommunity.org).xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N
1	Soil Pressure Determination for Irregular Footing
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3	INPUT DATA & ANALYSIS RESULTS
4		FOOTING EDGE POINT & REACTION PRESSURE					COLUMN LOCATION & BASE LOAD
5		EDGE	X	Y	R		COL.	X	Y	P	Mx	My
6		POINT	(ft)	(ft)	(psf)		NO.	(ft)	(ft)	(kips)	(ft-k)	(ft-k)
7		1	0	0	47		1	9,33	4,47	10,6
8		2	0	21,5	215		2	13	4,47	20
9		3	38	21,5	196		3	25	4,47	20
10		4	38	0	28		4	28,67	4,47	10,6
11							5	17,6	10,5	7
12							6	21,2	10,5	7
13							7	9,33	19,73	20
14							8	13	19,73	20
15							9	25	19,73	10,6
16							10	28,67	19,73	20
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19							WALL LOCATION & UNIFORM LOAD
20							WALL	START		END		w
21							NO.	X (ft)	Y (ft)	X (ft)	Y (ft)	(k/ft)
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28							NET PRESSURE OF FOOTING SELF WEIGHT					=	0,3	k/ft2
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30							THE MAXIMUM SOIL PRESSURE				215	psf	@ POINT	2
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32	ANALYSIS
33
34											Footing Area
35											A =	-817,0	ft2
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37											Centroid of Footing (COF)
38											Xc =	19,0	ft
39											Yc =	10,8	ft
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41											Center of Gravity (COG)
42											Xg =	19,5	ft
43											Yg =	8,3	ft
44											SP =	-99,3	kips
45
46											Moment of Inertia
47											Ixc =	31472	ft4
48											Iyc =	98312	ft4
49
50											Moment of Inertia for Principle Axes
51											Iu =	31472	ft4
52											Iv =	98312	ft4
53											q =	0,00	deg
54
55		Notes:	1.	Assume that the footing is rigid without any deformation.
56			2.	The footing self pressure should be net pressure, (0.15 kcf - 0.11 kcf) (Thk.), to check allowable soil capacity.
57			3.	Use two end columns, uplift & download, to input the shear wall bending load.
58			4.	To design concrete, may use 1.5 time section forces of ADS level.
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67						LICENSE NUMBER: New Package License
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69						www.Engineering-International.com
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