Concrete_Pile_Daniel_T_Li.xls

	A	B	C	D	E	F	G	H	I	J	K	L	M	N	P	R
1	Daniel
2	Daniel					PROJECT :									PAGE :
3	Tian Li					CLIENT :									DESIGN BY :
4	Tian Li					JOB NO. :				DATE :					REVIEW BY :
5	Drilled Cast-in-place Pile Design Based on ACI 318-02
6
7	DESIGN CRITERIA
8	1.	SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE.
9		(PERMISSIBLE DEFLECTION 0.25 in SUGGESTED)
10	2.	ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMEMNT.
11	3.	FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.
12	3.	PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SDS/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING.
13		(IBC 1808.2.23.1)
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21
22
23	INPUT DATA & DESIGN SUMMARY
24	CONCRETE STRENGTH				fc'	=	3	ksi
25	VERT. REBAR YIELD STRESS				fy	=	40	ksi
26	PILE DIAMETER				D	=	20	in
27	PILE LENGTH				L	=	60	ft
28	FACTORED AXIAL LOAD				Pu	=	1000	k
29	FACTORED MOMENT LOAD				Mu	=	0	ft-k
30	FACTORED SHEAR LOAD				Vu	=	0	k
31	PILE VERT. REINF.				8	#	6
32	PILE SPIRAL REINF.			#	3	@	3	in o.c.
33							( 1.5 in o.c. at each end.)
34
35		( Ldh =	6	in	&		Lhk =		12	in )
36
37		#DIV/0!
38
39
40	ANALYSIS
41
42	CHECK PILE LIMITATIONS
43		fc' =	3	ksi	>		2.5	ksi		[Satisfactory]			(IBC 1810.1.1)
44		D =	20	in	<		MAX( L / 30 , 12 in)			[Unsatisfactory]			(IBC 1810.3.2)
45
46	CHECK FLEXURAL & AXIAL CAPACITY
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55
56				20
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60
61
62																(cont'd)
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64
65															f Pn (kips)	f Mn (ft-kips)
66												AT COMPRESSION ONLY			555	0
67												AT MAXIMUM LOAD			555	51
68												AT 0 % TENSION			452	97
69	f Pn (k)											AT 25 % TENSION			396	113
70												AT 50 % TENSION			345	122
71												AT e t = 0.002			204	129
72												AT BALANCED CONDITION			201	130
73												AT e t = 0.005			79	118
74												AT FLEXURE ONLY			0	78
75												AT TENSION ONLY			-127	0
76
77
78					f Mn (ft-k)
79
80		f Pmax =0.85 f [ 0.85 fc' (Ag - Ast) + fy Ast] =							555.0934254	kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)
81		where	f =	0.70	(ACI 318-02, Sec.9.3.2.2)								<	Pu	[Unsatisfactory]
82			Ag =	314	in2.					Ast =	3.52	in2.
83		a = Cbb1 =	8	in (at balanced strain condition, ACI 10.3.2)
84		f = 0.57 + 67 et =		0.709		(ACI 318-02, Fig. R9.3.2)
85		where	Cb = d ec / (ec + es) =				10	in		et =	0.002069		ec =	0.003
86			d =	16.25	in, (ACI 7.7.1)					b1 =	0.85	( ACI 318-02, Sec. 10.2.7.3 )
87		f Mn = 0.9 Mn =		78	ft-kips @ Pn = 0, (ACI 318-02, Sec. 9.3.2) ,& et,max = 0.004, (ACI 318-02, Sec. 10.3.5)
88		f Mn =	#DIV/0!	ft-kips @ Pu =			1000	kips			#DIV/0!	Mu		#DIV/0!
89		rmax	=	0.08	(ACI 318-02, Section 10.9)					rprovd	=	0.011
90		rmin	=	0.005	(IBC, Section 1810.1.1.2)									[Satisfactory]
91
92	CHECK SHEAR CAPACITY
93		f Vn = f (Vs + Vc) =		53	kips, (ACI 318-02 Sec. 11.1.1)
94				>	Vu		[Satisfactory]
95		where	f =	0.75	(ACI 318-02 Sec. 9.3.2.3)
96			A0 =	207	in2.			Av =	0.22	in2.		fy =	40	ksi
97			Vc =	2 (fc')0.5A0 =			22.7	kips, (ACI 318-02 Sec. 11.3.1)
98			Vs =	MIN (d fy Av / s , 4Vc) =					47.7	kips, (ACI 318-02 Sec. 11.5.6.2)
99		smax	=	3	(ACI 318-02, Section 7.10.4.3)						sprovd	=	3	in
100		smin	=	1	(ACI 318-02, Section 7.10.4.3)									[Satisfactory]