ALLOWABLE STRESSES f'c= fy= Qs=...
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Transcript of ALLOWABLE STRESSES f'c= fy= Qs=...
Prepared by: Date: Job No.: Sheet:
Cont'd:
Verified by: Date: Revision Notes:
Project:
Subject: Description:
REF
only
e
f'c= 30 MPaP
fy= 410 MPa F.F.L. H
Qs= 150 Kn/m2 A F.G.L.
Ws= 18 Kn/m3
Column DEAD LIVE WIND D
LOADS
P (KN) 36 17 -53
e (mm) 0.00 0.00 0.00
H (KN) 1 3 33T
400 mm
600 mm
600 mm
700 mm L
1500 mm 2000
2000 mm
0 mm
75 mm
Φ Φ Φ Φ 14 mm
W Y
X
Qs max 65.61 V ds OK
Qs min 0 V ps OK
Q soil OK Mom. OK
O' turn OK Ldb OK
RESULTS
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-w.abqconsultants.com
W
L
A
c
1500
SUMMARY OF COMPUTATION
COLUMN & FOOTING
DATA
y
x
D
T
ALLOWABLE
STRESSES
700
CALCULATION SHEET
CALCULATION OUTPUT
Note : Enter data in cells marhed
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This program Designs and
Optimises RCC Footings .
Written and programmed by
:-
A B Quadri
www.abqconsultants.com
9959010210
9959010211
Prepared by: Date: Job No.: Sheet:
Cont'd:
Verified by: Date: Revision Notes:
Project:
Subject: Description:
REF
Design of RCC Footing as per ACI-318-95 ed
2000
30 N/mm2
410 N/mm2
150 KN/m2
18 KN/m3
400 mm
600 mm 1500 y y
75 mm
14 mm x
3 KN
30 KN
PLAN
2000 mm
1500 mm e P
700 mm
600 mm
3 m2 F.F.L. H
1 m4 0
50 KN F.G.L.
618 mm
Effective Width(b) 1500 mm
600
P e H
(KN) (mm) (KN)
36 0 1
17 0 3
Wind LOad -53 0 33 700
Type
Dead Load
Live Load
SOIL PRESSURES AT SERVICE LOADS
pressure
Area of Base(A)
(I) of Base
Weight
Effective Depth(d)
Service Loads
Load
Weight of soil
Footing Size
Length of Footing(L)
Width of Footing(W)
Thickness of Footing(T)
Depth of Soil(D)
Unit weight of soil
Width of column
Length of colum
Cover to reinforce.
Bar diameter
Weight of column
CALCULATION OUTPUT
DESIGN DATA
Concrete strength, f'c
Steel strength, fy
Soil bearing capcity x - Major axis
CALCULATION SHEET
heel eo toe
ex R
R (KN) 137 Qa max 51 OK 51
ex (mm) 1038 Qa min 40 OK 40
eo (mm) 38
Qa min Qa max
R (KN) 63 Qa max 57 OK 66
ex (mm) 1575 Qa min -15 UPLIFT 0 SOIL PRESSURE
eo (mm) 575
face
center d
53 P dead+wind -4
54 Wt. col.+Ftg. 54 W5
30 Wt. of Soil 30 W4
137 Total R.M. 80 W3
b)Overturn. Mom. at heel W2
5 H dead+wind 33 W1
Total O.M. (Kn.m) 5 33
26.28 Factor of safety= 2.387 NET UPWARD PRESSURES
>1.5 OK >1.5 OK
Total O.M.(Kn.m)
Factor of safety=
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com
P dead+live (Kn.m)
Wt. col.+Ftg.(Kn.m)
Wt. of Soil (Kn.m)
Total R.M. (Kn.m)
b)Overturning Mom. at toe
H dead+live(Kn.m)
Load Case#2:75%(DL+LL+WL)
CHECKING OVERTURN.UNDER SERVICE LOADS
Load Case #1:(DL+LL) Load case #2:(DL+WL)
a)Resisting Moments at toe a)Resisting Mom.at heel
SOIL PRESSURES AT SERVICE LOADS
pressure
[Qa=R/A+R(eo)(c)/I]
Load Case #1 :DL+LL
Prepared by: Date: Job No.: Sheet:
Cont'd:
Verified by: Date: Revision Notes:
Project:
Subject: Description:
REF
79 Kn -8 Kn -37 Kn
107 mm -7535 mm -1560 mm
W1, 1.00 m 35 Kn/m2 -64 Kn/m2 -69 Kn/m2
W2, 0.92 m 34 Kn/m2 -59 Kn/m2 -64 Kn/m2
W3, 0.30 m 29 Kn/m2 -21 Kn/m2 -29 Kn/m2
W4, 0.00 m 26 Kn/m2 -3 Kn/m2 -12 Kn/m2
W5, -1.00 m 18 Kn/m2 58 Kn/m2 45 Kn/m2
bo= 4472 mm Ao= 1.24 m2 Vult. =
V ult. = (W4) (Af-Ao) 0.08 w1+w2 1.50 / 2
Vult.1 = 47 Kn Govern Vult. 1= 4 Kn Govern
Vult.2 = -5 Kn Vult.2 = -8 Kn
Vult.3 = -21 Kn Vult.3 = -8 Kn
V con.= 0.85 sqr(f'c) bo d/3 V con.= 0.85 sqr(f'c) b d / 6
4289 Kn >Vult. OK 719 Kn OK
M ult. = [width] M ult. = Length
Mult.1 = 12 Kn.m. Govern Mult.1 = 8 Kn.m. Govern
Mult.2 = -18 Kn.m. Mult.2 = -1 Kn.m.
Mult. 3= -21 Kn.m. Mult. 3= -4 Kn.m.
1500 mm & 618 mm 2000 mm & 604 mm
0.3415 & 2.3554 % 0.3415 & 2.3554 %
7.05 N/mm2 7.05 N/mm2
4036 KN.m. 5141 KN.m.
12 KN.m. 8 KN.m.
0.02 N/mm2 0.01 N/mm2
53 mm2 & 1890 mm2 36 mm2 & 2520 mm2
13 Φ 14 17 Φ 14
2001 mm2 ( 0.216 %) 2617 mm2 ( 0.187 %)
344 & 1175 mm 344 & 1011 mmLdb req'd &Ldb actual
Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-India. 500028-www.abqconsultants.com
M concrete = Ku bd2
M ultimate
Mu / bd2
As req'd & As temperature
Reinforcement
As provided
Descriptions Along Major Axis ( x - x) Along Minor Axis ( y-y)
b eff. & d eff.
Rho min. & Rho max.
Ku maximum
CHECK FOR PUNCHING SHEAR CHECK FOR DIAGONAL SHEAR
(d/2 from face of column) ( d from face of column)
CHECK FOR FLEXURE (at face of column)
[(2W1+W3) Lx2 / 6] [w4 Ly2 / 2 ]
distances from center 1.4D+1.7L 1.4D+1.7L+1.7W 0.90D+1.3W
Resultant force, Ru
Eccentricity, eo
CALCULATION OUTPUT
NET ULTIMATE UPWARD PRESSURES[Wu=Ru/A+Ru(eo)(c)/I]
Upward pressures and Case # 1 Case # 2,75%OF Case # 3
CALCULATION SHEET
