Design Of T-Bent CAP Spreadsheet (www.theengineeringcommunity.org).XLS

	A	B	C	D	E	F	G	H	I	J
1	TITLE		: DESIGN OF T - BENT CAP						Date :	5/28/1998
2	PROJECT		: METRO MANILA SKYWAY						Designed by :	afb
3	BRIDGE NAME		: TYPICAL COPING PIER						Checked by :	afb
4	LOCATION		: P1D2						Job No. :	4
5	LEDGE.XLS FOR INVERTED T-CAP LEDGE DESIGN									AFB
6
7	1. DATA
8
9	1,1	Dimensions
10
11		Girder Spacing, S		=	2,60	m.
12		Bearing Pads thick , T		=	0,05	m.
13		Bearing Pads length, B		=	0,40	m.
14		Bearing Pads width, W		=	0,40	m.
15		Ledge Flange height, h		=	1,00	m.
16		Ledge Flange depth, d		=	0,95	m.
17		Edge of Pad to Edge of Cap, x		=	0,85	m.
18		From Face of Concrete, av		=	0,40	m.
19
20	1,2	Ledge Effective Length
21
22		Interior Girder, bint =W+d		=	1,35	m.
23		Between Girders, bf =S-W-d		=	1,25	m.
24		Ext. Girders, bext = W+d/2+x		=	1,35	m.
25
26	1,3	Loads per Girder
27
28		DL per Girder , DLncdl		=	251,52	KN
29		Added Load per Girder, DLcdl		=	101,53	KN
30		LL+I per girder		=	215,43	KN
31
32	2. MATERIALS
33
34		Conc. Strength @ 28 days, fc'		=	27 580	KPa
35		Min. Yiel Stress of Steel, fy		=	413 700	Kpa when f = or > 20 mm.
36				=	275 800	Kpa when f = or < 16 mm.
37	3. DESIGN LOADS
38
39	3,1	Vertical Shear, Vu
40
41		Added DL + LL				wu = 1.3(DLa+5/3*LL)/S	wu =	230,65	KN/m.
42		Interior Girder					Vu-int =	638,35	KN
43		Design for DL+Added (DL+LL+I)				Vu-int = 1.3DLg +wgbint	Vu-ext =	638,35	KN
44		Exterior Girder					Vu-bet.=	288,31	KN
45		Design for DL+Added (DL+LL+I)				Vu-ext = 1.3DLg +wUbext
46		Between Girders
47		Design for Added DL + LL +I				Vu-bet = wu*bf
48
49	3,2	Horizontal Shear, NUC
50
51			NUC, Greater Value of :	1. Horizontal Pad Shear, Fs				Contributory L =	20,00 m.
52				2. 0.20*Vu per AASHTO Art. 8.16.6.8.3					0,000006
53				Pad Shear Mod.,G =	1 165,00	Kpa			20,00
54			Pad Displacement, Ds :	1. Temperature Movement =1.5atDT*L				= 0,0036	m.
55				2. P/S Shortening = 0.001* Contributory L				= 0,0200	m.
56				3. Shrinkage = .00005* Contributory L				= 0,0010	m.
57							Total Pad Displacement, DS, m. =	0,0246	m.
58
59					INT. GIRDER	EXT. GIRDER	BET. GIRDERS
60			1. Pad Shear Fs =G*ADs/t	=	91,71	91,71	91,71	KN
61			2. Min. Shear, 0.20Vu	=	127,67	127,67	57,66	KN
62			Adopt Horizontal Shear, NUC	=	127,67	127,67	91,71	KN
63
64
65
66
67	4. REINFORCEMENT AND DIMENSION CHECK
68
69	4,1	Flange Dimension Check
70
71			a	=	0,20 m.
72
73
74
75
76
77
78
79
80
81
82			Interior Girder				Exterior	Girder
83
84			Interior Girder, bo =W+2d+2(a+B)	=	3,50 m.			Exterior Girder, bo =W+d+a+B =	1,95 m.
85
86		4.1.1 Check Punching Shear		:	Vc = f332fc'1/2bod
87
88			Vc(int.)	=	4 927,72	KN		Vc > Vu , depth okay
89			Vc(ext.)	=	2 745,44	KN		Vc > Vu , depth okay
90								Therefore use, h =	1,00 m.
91		4.1.2 Check Applicability of Corbel Design
92
93			av/d	<	1,00
94			av/d	=	0,42	Corbel Design Okay
95
96	4,2	Compute Primary Tension Reinforcement, As
97
98				As to resist simultaneously :	1. Shear VU
99					2. Moment VUav +NUC(h-d)
100					3. Tensile Force NUC