Design of Bored Piles (Pier) (www.theengineeringcommunity.org).xlsx

	B	C	D	E	F	H	I	J	K	N	O	P	R	S	T	U	V	W	Y	Z	AB	AD	AE	AF	AI	AM
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2			DESIGN OF BORED PILES
3		RESPONSE MODIFICATION FACTOR :
4												BORED PILE END CONDITION
5									PIER TYPE			FIX-FIX								FIX-HINGED
6									PIER TYPE			SINGLE COL.				MULTI COL.				SINGLE COL.			MULTI COL.
7									R- VALUE			1				1				1			1
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9		A. SEISMIC LOAD COMBINATION
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11	MEMBER NO.					LONGITUDINAL									TRANSVERSE									AXIAL
12	18					SHEAR (Vy)				MOMENT (Mz)					SHEAR(Vz)					MOMENT(My)				FORCE(Px)
13	18					KN				KN-M.					KN					KN-M.				KN
14	LONG. EQ					82,82				1 132,46					-					-				100,87
15	TRAN. EQ					0,01				-					86,17					3 888,50				0,01
16	LC 1					82,82				1 132,46					25,85					1 166,55				100,87
17	LC 2					24,86				339,74					86,17					3 888,50				30,27
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19			LC 1 = 1.00(LONG. EQ + 0.30*TRAN. EQ)
20			LC 2 = 1.00( .30*LONG. EQ + TRAN. EQ)
21
22		B. DETERMINE THE MOMENT DEMAND FOR LOAD FACTOR DESIGN
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24															TRANS. DIR.					LONG. DIR.
25			RESPONSE MODIFICATION FACTOR, R=												1,00					1,00
26						LONGITUDINAL									TRANSVERSE									AXIAL
27						SHEAR (Vy)				MOMENT (Mz)					SHEAR(Vz)					MOMENT(My)				FORCE(Px)
28						KN				KN-M.					KN					KN-M.				KN
29	DEAD LOAD					1,41				3,47					-					-				1 145,65
30	MOD. LC 1					84,23				1 135,93					25,85					1 166,55				1 246,52
31	MOD. LC 1					84,23				1 135,93					25,85					1 166,55				1 044,78
32	MOD. LC 2					26,27				343,21					86,17					3 888,50				1 175,92
33	MOD. LC 2					26,27				343,21					86,17					3 888,50				1 115,38
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35			LOAD COMB. = 1.0(DL + MEQ/R)															NOTE : R =1.00 FOR SHEAR AND AXIAL
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38										Vy =	26,27			KN					Pmax =	1 175,92		KN				LOAD CASE 1 GOVERNS
39										Mz =	343,21			KN-m.					Pmin =	1 115,38		KN				LOAD CASE 2 GOVERNS
40										Vz =	86,17			KN					M-DES. =	3 903,62		KN-m.
41										My =	3 888,50			KN-m.					V-DES =	90,08		KN
42
43		C. COMPUTE MAGNIFICATION FACTOR
44
45			Column/Pile Diameter, D =								1,20		m.		KLu/R =							6,67
46			Unsupported Length, Lu=								1,00		m.		fc'=							28,00			MPa
47			Clear Column Height, H=								1,00		m.		Ec = 4731000(fc')1/2							25 044 998,30			KPa
48			Area of Section, A= p D2/4								1,13		m2		EI = EcIg/2.5(1+bd) =							1 019 708,13			KN-m2
49			Moment of Inertia, I=p D4/64								0,10		m4		Pcr = p2 EI/(kLu)2=							2 516 028,96			KN
50			Radius of Gyration, R=(I/A)1/2								0,30		m		Mo. Magnifier,d= Cm/(1-Pu/f Pcr) =							1,00
51			K	=							2,00
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59		D. DESIGN MOMENT,Mc= d MDES =									3 903,62						KN-m.
60
61		E. COMPUTE PHI (f) :
62
63								LOAD CASE 1				LOAD CASE 2
64			A (CORE) =					0,87				0,87					m2
65			Pmax/Ac =					1 439,57				1 358,03					KPa
66			Pmin/Ac =					1 206,58				1 288,11					KPa
67			0.20 Fc' =					5 600,00				5 600,00					KPa
68			PHImax (f) =					0,80				0,80
69			PHImin (f) =					0,81				0,81
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71
72		F. DESIGN ULTIMATE FORCES
73
74								FORCES				LOAD CASE 1					LOAD CASE 2
75								FORCES				LOAD CASE 1					LOAD CASE 2
76								Moment				1 628,24					3 903,62				kN-m
77								Shear				88,11					90,08				kN
78								Max. Axial				1 246,52					1 175,92				kN
79								Min. Axial				1 044,78					1 115,38				kN
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81					Note :		This will be the design forces in the interaction diagram using f - factor equal to 0.50
82							for axial and 0.90 for bending
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