Columndesign.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	O	P	Q	R	S
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4	Drilled Cast-in-place Pile Design Based on ACI 318-02
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6	DESIGN CRITERIA
7	1.	SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE.
8		(PERMISSIBLE DEFLECTION 0.25 in SUGGESTED)
9	2.	ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMEMNT.
10	3.	FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.
11	3.	PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SDS/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING.
12		(IBC 1808.2.23.1)
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19	INPUT DATA & DESIGN SUMMARY
20	CONCRETE STRENGTH				fc'	=	5	ksi
21	VERT. REBAR YIELD STRESS				fy	=	60	ksi
22	PILE DIAMETER				D	=	20	in
23	PILE LENGTH				L	=	35	ft
24	FACTORED AXIAL LOAD				Pu	=	480	k
25	FACTORED MOMENT LOAD				Mu	=	200	ft-k
26	FACTORED SHEAR LOAD				Vu	=	20	k	Area/bar	mm
27	PILE VERT. REINF.				8	#	7		0.6013204689	22.225
28	PILE SPIRAL REINF.			#	3	@	3	in o.c.
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30		( Ldh =	11	in	&		Lhk =		14	in )
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32		THE DESIGN IS INADEQUATE.
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35		THE PILE DESIGN IS ADEQUATE.
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37	ANALYSIS
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39	CHECK PILE LIMITATIONS
40		fc' =	5	ksi	>	2.5	ksi	Satisfactory		(IBC 1810.1.1)
41		D =	20	in	>	MAX( L / 30 , 12 in)		Satisfactory		(IBC 1810.3.2)
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44	CHECK FLEXURAL & AXIAL CAPACITY
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46	Interaction diagram
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48			f Pn (kips)	f Mn (ft-kips)	f/c	fy	Ec	Es	ecu	f	b	c	b	d	As	ds=SdsAs/SAs	fs	Pn	Mn
49	AT COMPRESSION ONLY		954	0
50	AT MAXIMUM LOAD		954	51		60000	2	2.90E+07	0.003			10		20		5	4.35E+04	0.00E+00	0.00E+00
51	AT 0 % TENSION		493	112
52	AT 25 % TENSION		400	133
53	AT 50 % TENSION		320	142
54	AT e t = 0.002		196	147
55	AT BALANCED CONDITION		190	148
56	AT e t = 0.005		9	141
57	AT FLEXURE ONLY		0	128
58	AT TENSION ONLY		-259	0
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61	Ag =	314	in2.	Ast =	4.81	in2.
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63	f Pmax =0.85 f [ 0.85 fc' (Ag - Ast) + fy Ast] =					954.0026551	kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)
64	where	f =	0.70	(ACI 318-02, Sec.9.3.2.2)			>	Pu	[Satisfactory]
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