PROJEK:
SURAU AR-RAHIMAH, BANDAR PUNCAK ALAM, SELANGOR Footing
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
NO. RUJUKAN: MUKA:
DIKIRA OLEH: DISEMAK OLEH:
1
TARIKH:
RUJUKAN
KIRAAN
HASIL
B.S 8110
Design Strip Footing Characteristics, fy
=
460
N/mm2
Concrete grade, fcu
=
25
N/mm2
Density concrete
=
24
N/mm3
Cover of footing, C
=
40
mm
Diameter bar
=
12
mm
Diameter link
=
10
mm
Safe bearing pressure
=
100
kN/m2
Thickness slab
=
200
mm
2.0meter -(depression slab)
2 10 kN/m
depression length
2.0 critical length span (m)
Loading slab Dead load
Live load
=
0.2
x
24
=
4.8
kN/m2
=
1.5
kN/m2
4.8
+ 1.6 x 1.5
Factored Loading = =
1.4 9.12
x
kN/m2 ~
10
kN/m2
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
2
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
HASIL
Load on udl
B.S 8110
2 m
kN/m2
10
=
10
x 2
2
m
kN/m
Loading point load 160 kN (max. load at foundations) 10
kN/m
2.5 m (distance between col.)
160 kN =
+ ( 160
=
10 kN
kN/m
+
x
2.5
m)
25
kN
2.5
m x 24 kN/m3 x 1.4
185 kN
Loading wall 230 450
0.23
factored loading selfweight wall m x 0.45 m x =
9
kN
=
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
3
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
HASIL
B.S 8110
2.5 B
Therefore size breath, B =
P, total loading length x bearing pressure
= 2.5 =
0.8
194 x meter
100
PROJEK:
KTM JERANTUT PAHANG Footing
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
MUKA:
1
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
B.S 8110
Design Strip Footing
17/5/06
HASIL
Characteristics, fy
=
460
N/mm2
Concrete grade, fcu
=
25
N/mm2
Density concrete
=
24
N/mm3
Cover of footing, C
=
40
mm
Diameter bar
=
12
mm
Diameter link
=
10
mm
Safe bearing pressure
=
100
kN/m2
Thickness slab
=
200
mm
4.5 meter -(short span slab) percentage of P = (100 x 22.5) /39.6 = 2 66.24 kN/m
56.80% from Fig.11.20, safety factor is 1.53
Surchage loading Dead load =
0.2
x
=
21.6
kN/m
24
x
Live load =
5
=
22.5
x
4.5
kN/m
Factored Loading = =
1.4
x
66.24
21.6 kN/m ~
+ 1.6 x 22.5 66
kN/m
4.5
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
2
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
HASIL
Loading wall
B.S 8110
350 1100
0.35
factored loading selfweight wall m x 1.1 m x =
13
= 24 kN/m3 x 1.4
kN/m
total loading, P =
79
kN/m
Therefore size breath, B =
P, total loading bearing pressure
=
79 100
=
0.792
meter ~
0.8
meter
Adopt a 800 mm width x 450 mm depth reinforced strip foundation, Actual pressure, P =
P width of base
=
79 0.8
=
98.97
kN/m2
Ultimate design pressure, P =
P x width of base
=
79 0.8
=
151.42
x
kN/m2
gp
1.53
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
3
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
B.S 8110
KIRAAN
HASIL
Lateral bending and shear b = 1000 mm Effective depth, d =
450 mm - 40mm (cover) - 12 - 10/2
=
393
mm
Cantilever moment at face of wall Mu =
Pu (B/2 - tw/2)2 2
=
151.42
=
3.83
Mu = bd2 =
x ( 0.8/2 - 0.35/2)2 2 kN/m
6 3.83 x 10 1000 x 393
2
0.02
From Chart No.2 ( BS 8110, Part 3) 100 As bd
=
As
=
=
0.15
0.15 x 1000 x 393 100 589.50
mm2/m
Provide T12-150 = 754 mm 2 /m As min
=
=
= Provide T12-150 =
0.13 bh 100 0.13 x 1000 x 450 100 585.00 754
mm2/m mm 2 /m
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
4
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
HASIL
Allowable Comcrete Shear Stress
B.S 8110
100 As bd
400 d
vc
=
100 x 1000 x
=
0.192
=
400 393
=
1.02
754 393 <
3
ok
>
1
ok
1/3 1/4 1/3 = 0.79 x ( 100As / bd ) x ( 400 / d ) ( fcu / 25 ) gm
=
0.366
N/mm2
Shear force at face of wall Vu
Vu
=
Pu x ( B/2 - tw/2 )
=
151.42
=
34.07
=
Vu bd
x ( 0.8 / 2 - 0.35 / 2)
=
=
3 34.07 x 10 1000 x 393
0.09
N/mm2
Since Vu < Vc therefore no shear reinforcement is required Loading for spanning over depressions Where a local depression occurs, the foundation is acting like a suspended slab. The ultimate load causing bending and shear in the foundation is the total load i.e. superstructure load + foundation load wehich is given by Tu = =
weigth of base, f = 20 x 0.9 = 18kN/m2
Pu + Fu gpP +
=
1.53 x
=
87.633
gFFB 44.1 kN/m
+ ( 1.4 x 18.0 x 0.8 )
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
5
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
B.S 8110
KIRAAN
HASIL
Longitudinal bending and shear duer to depressions Ultimate moment due to foundation spanning - assumed simply supported - over a 2.5m local depression is Mu = = =
Tu L2/8 80.748 x 2.52 / 8 68.46
kNm
Width for reinforcement design is b = 800 mm Effective depth, d = = Mu = bd2 =
450 mm - 40mm (cover) - 12/2 404
mm
6 68.46 x 10 800 x 404
2
0.52
From Chart No.2 ( BS 8110, Part 3) 100 As bd
=
As
=
=
0.18
0.18 x 800 x 404 100 581.76
mm2/m
Provide T12-150 = 754 mm 2 /m As min
=
=
= Provide T12-150 =
0.13 bh 100 0.13 x 800 x 450 100 468.00 754
mm2/m mm 2 /m
PROJEK:
NO. RUJUKAN:
BAHAGIAN STRUKTUR: RUJUKAN LUKISAN:
6
MUKA:
DIKIRA OLEH: DISEMAK OLEH:
TARIKH:
RUJUKAN
KIRAAN
HASIL
Allowable Comcrete Shear Stress
B.S 8110
100 As bd
400 d
vc
=
100 x 800 x
=
0.233
=
400 404
=
0.99
754 404 <
3
ok
<
1
ok
1/3 1/4 1/3 = 0.79 x ( 100As / bd ) x ( 400 / d ) ( fcu / 25 ) gm
=
0.389
N/mm2
Shear force, Vu =
=
= Shear stress, v u =
=
=
TuL 2 80.748 x 2.5 2 109.5
kN
Vu bd 109.5 800 x
x 103 404
0.339
Since Vu < Vc therefore no shear reinforcement is required
