lateral load pile P-Y method.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O
1	CHARACTERISTIC LOAD METHOD OF ANALYSIS FOR LATERALLY LOADED PILES							01/18/26		PROJECT NO.:
2	LpileCLM2.0 Version 1, May 9, 2001									NAME:
3	Duncan, J. M., Evans, Jr., L. T. and Ooi, P. S. K. (1994) "Lateral Load Analysis of Single Piles and Drilled Shafts." J. Geot Div, ASCE , (120) No. 5,1018-1033.
4	Brettmann, T. and Duncan, J. M. (1996) "Computer Application of CLM Lateral Load Analysis to Piles and Drilled Shafts." J Geot Div ASCE (122) No. 6, 496-500
5	Mokwa, R. L. and Duncan, J. M. (2001) "Laterally Loaded Pile Group Effects and P-Y Multipliers."
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7	SOIL TYPE: CLAY
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9	INPUT PARAMETERS				INSTRUCTIONS AND DEFINITIONS
10	UNITS										CALCULATED PILE PARAMETERS
11		FORCE =	kg		Select either CLAY or SAND soil conditions worksheet.							Icirc=	0.25	m^4 ( I for solid circle)
12		LENGTH =	m		Input data in red cells only.							Ri =	1.00	( I / Icirc)
13												EpRi =	2100000000.00	kg/m^2
14	SOIL PROPERTIES				Su =	Undrained shear strength for clay						EpRi/Su =	420,000
15		Su =	5000.000	kg/m^2	f =	Effective friction angle for sand						L/D =	3
16					g =	Effective unit weight for sand
17	PILE PROPERTIES				Do =	Outside pile diameter (circular) or width (noncircular)					CHARACTERISTIC LOAD AND MOMENT
18		Do =	1.5	m	Di =	Inside diameter of pipe pile						Pc =	5203413.7	kg
19		Di =	0.00	m		[enter zero for solid section]						Mc =	70857480.0	m-kg
20		I =	0	m^4	I =	Moment of inertia for any noncircluar section
21		Rcr =	1			[enter zero for circular section]					CALCULATED P-MULTIPLIER
22		Ep =	2100000000	kg/m^2	Rcr =	Ratio of cracked EI to uncracked EI						Fm =	N/A for Nrow=1
23		L =	4	m	Ep =	Modulus of elasticity of pile or drilled shaft
24					L =	Length of pile or drilled shaft					MINIMUM REQUIRED L/D FOR CLM
25	PILE GROUP PROPERTIES				Nrow =	Number of rows in pile group					EpRi/Su	100,000	300,000	1,000,000	3,000,000
26		Nrow =	1		S/D =	Pile spacing to diameter ratio					L/D	6	10	14	18
27		S/D =	1		Fm =	Group efficiency
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29
30	LOADING CONDITION: LOAD ONLY
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32	FREE HEAD								FIXED HEAD
33				SINGLE PILE		GROUP						SINGLE PILE		GROUP
34	Pt	Pt/Pc	Yt/D	Yp	Mmax	Yp	Mmax		Pt	Pt/Pc	Yt/D	Yp	Mmax	Yp	Mmax
35	kg			m	m-kg	m	m-kg		kg			m	m-kg	m	m-kg
36	per Pile								per Pile
37	2500.0	0.0005	0.0000	0.000	3223.4	N/A for Nrow=1	N/A for Nrow=1		40000.0	0.0077	0.0018	0.003	126742.2	N/A for Nrow=1	N/A for Nrow=1
38	20.0	0.0000	0.0000	0.000	6.4	N/A for Nrow=1	N/A for Nrow=1		20.0	0.0000	0.0000	0.000	9.5	N/A for Nrow=1	N/A for Nrow=1
39	23.0	0.0000	0.0000	0.000	7.7	N/A for Nrow=1	N/A for Nrow=1		23.0	0.0000	0.0000	0.000	11.4	N/A for Nrow=1	N/A for Nrow=1
40	8.0	0.0000	0.0000	0.000	2.0	N/A for Nrow=1	N/A for Nrow=1		8.0	0.0000	0.0000	0.000	3.0	N/A for Nrow=1	N/A for Nrow=1
41	10.0	0.0000	0.0000	0.000	2.6	N/A for Nrow=1	N/A for Nrow=1		10.0	0.0000	0.0000	0.000	4.0	N/A for Nrow=1	N/A for Nrow=1
42	12.0	0.0000	0.0000	0.000	3.3	N/A for Nrow=1	N/A for Nrow=1		12.0	0.0000	0.0000	0.000	5.0	N/A for Nrow=1	N/A for Nrow=1
43	14.0	0.0000	0.0000	0.000	4.1	N/A for Nrow=1	N/A for Nrow=1		14.0	0.0000	0.0000	0.000	6.1	N/A for Nrow=1	N/A for Nrow=1
44	16.0	0.0000	0.0000	0.000	4.8	N/A for Nrow=1	N/A for Nrow=1		16.0	0.0000	0.0000	0.000	7.2	N/A for Nrow=1	N/A for Nrow=1
45	18.0	0.0000	0.0000	0.000	5.6	N/A for Nrow=1	N/A for Nrow=1		18.0	0.0000	0.0000	0.000	8.4	N/A for Nrow=1	N/A for Nrow=1
46	20.0	0.0000	0.0000	0.000	6.4	N/A for Nrow=1	N/A for Nrow=1		20.0	0.0000	0.0000	0.000	9.5	N/A for Nrow=1	N/A for Nrow=1
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48									P-MULTIPLIER DESIGN CURVES
49	LOADING CONDITION: MOMENT ONLY
50
51	FREE HEAD
52
53	Mt	Mt/Mc	Ym/D	Ym
54	m-kg			m
55	3900.0	0.0001	0.0000	0.00
56	120.0	0.0000	0.0000	0.00
57	138.0	0.0000	0.0000	0.00
58	48.0	0.0000	0.0000	0.00
59	60.0	0.0000	0.0000	0.00
60	72.0	0.0000	0.0000	0.00
61	84.0	0.0000	0.0000	0.00
62	96.0	0.0000	0.0000	0.00
63	108.0	0.0000	0.0000	0.00
64	120.0	0.0000	0.0000	0.00
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66
67	LOADING CONDITION: COMBINED LOAD AND MOMENT
68
69	FREE HEAD
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71	Pt	Mt	Pt/Pc	Yp/D	Mt/Mc	Ym/D	Pe/Pc	Me/Mc	S	S	S	S	Yavg/D	Yavg
72	kg	m-kg							P/Pc	M/Mc	Yp/D	Ym/D		m
73	per Pile
74	1000.0	2000.0	0.0002	0.0000	0.0000	0.0000	0.0002	0.0000	0.0004	0.0001	0.0000	0.0000	0.0000	0.00
75	20.0	120.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
76	23.0	138.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
77	8.0	48.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
78	10.0	60.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
79	12.0	72.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
80	14.0	84.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
81	16.0	96.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
82	18.0	108.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
83	20.0	120.0	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.0000	0.00
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