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The document is a request for approval of plans to construct a single-storey bungalow house on Lot No. 13061 GM 4952 in Bukit To' Beng, Mukim Kuala Nerus, Daerah Kuala Nerus, Terengganu, Malaysia. It includes design calculations for the roof structure, with details on beam sizes, rebar arrangements, stresses and deflections to support the design. The applicant is Fatimah Binti Omar of Kampung Kesom, Manir, Terengganu.

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84 views24 pages

Report RC

The document is a request for approval of plans to construct a single-storey bungalow house on Lot No. 13061 GM 4952 in Bukit To' Beng, Mukim Kuala Nerus, Daerah Kuala Nerus, Terengganu, Malaysia. It includes design calculations for the roof structure, with details on beam sizes, rebar arrangements, stresses and deflections to support the design. The applicant is Fatimah Binti Omar of Kampung Kesom, Manir, Terengganu.

Uploaded by

redz00
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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You are on page 1/ 24

PERMOHONAN PELAN KERANA MENDIRIKAN SATU UNIT

RUMAH BANGLO 1 TINGKAT DI ATAS LOT NO : 13061 GM


4952, BUKIT TO BENG, MUKIM KUALA NERUS, DAERAH
KUALA NERUS, TERENGGANU DARUL IMAN.

RC DESIGN CALCULATION

PEMILIK
FATIMAH@MEK BINTI OMAR
I/C NO: 500731-11-5102
NO.126, KAMPUNG KESOM, MANIR,
21200 KUALA TERENGGANU,
TERENGGANU DARUL IMAN.

PERMOHONAN PELAN KERANA MENDIRIKAN SATU UNIT RUMAH


BANGLO 1 TINGKAT DI ATAS LOT NO : 13061 GM 4952, BUKIT TO
BENG, MUKIM KUALA NERUS, DAERAH KUALA NERUS,
TERENGGANU DARUL IMAN.

DESIGN DATA

1. Structural calculations in accordance to BS 8110 limit state design.

2. Brickwall
a. 4 thick on beam = 2.6kN/m2

3. Characteristic strength of material


a. Fy = 460 N/mm2 (HT bar)
b. Fy = 250 N/mm2 (MS bar)
c. Fcu = 25 N/mm2
4. Allowable soil bearing pressure = 100 kN/m2
5. Density of concrete = 24 kN/mm2

ROOF FLOOR
CALCULATION

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: RB1


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\RB\RB1.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : 2;/B-G;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

RB1
RB1A
RB1B
RB1C
Support
No.

3.00
3.30
5.10
3.60

fys
460

0.00
0.00
0.00
0.00
0.00
Load Type
X2

fyv
250

cover
35

span
4

cantilever
Nil

Width-mm Depth-mm F-width F-depth


125
125
125
125

350
350
350
350

Upper column
Height-m Width-mm Depth-mm

B
C
D
F
G
Span
L.L.
No
m

fcu
25

0
0
0
0
0

0
0
0
0
0

125
125
125
125

0
0
0
0

Lower column
Height-m Width-mm Depth-mm
3.60
3.60
3.60
3.60
3.60

LoadingSource

225
125
225
125
225
D.L.

125
225
200
225
125

L.L.
kN;kN/m

1
1

udl
udl

SelfWeight
1: INPUT

1.05
3.00

0.00
0.75

2
2

udl
udl

SelfWeight
1: INPUT

1.05
3.00

0.00
0.75

3
3

udl
udl

SelfWeight
1: INPUT

1.05
3.00

0.00
0.75

4
4

udl
udl

SelfWeight
1: INPUT

1.05
3.00

0.00
0.75

X1
m

D.L.
kN;kN/m

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan

RB1
RB1A
RB1B
RB1C

-0.0
-6.7
-13.3
-13.9

-0.6
-5.5
-11.6
-12.2

5.7
3.1
10.0
6.6

-5.5
-10.5
-12.8
-0.6

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-6.9
-11.8
-14.8
-0.0

-0.4
-4.2
-0.0
-3.7

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN


Span No Left
LFace
CutSpan RFace
Right
RB1
8.9
RB1A
11.2
RB1B
17.7
RB1C
16.3
Design for Shear
Span
No.

AREA OF REBAR-mm2
Left Span Right

RB1
RB1A
RB1B
RB1C
Support
No.
B
C
D
F
G
Span
No

8.4
7.5
11.9
10.5
8.1
13.1
17.0
9.5
17.5
15.5
10.1
9.1
at support centre

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

Ten/Com
%Steel

65
57

65
65

65
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.15


2T12= 2x1 0.15

Bot

65
57

65
65

99
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.23


2T12= 2x1 0.15

Bot

113
57

65
83

126
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.29


2T12= 2x1 0.15

Bot

118
57

65
65

65
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.27


2T12= 2x1 0.15

Bot

Column Moment-kNm
Upper
Lower
0.0
0.0
0.0
0.0
0.0

12.6
13.7
18.2
9.6

Stress-N/mm2
CutSpan R

0.3
0.8
2.1
1.5
0.6

Side
Bar

Support Reaction-kN
D.L.
L.L.
5.0
13.0
17.8
20.0
5.2
Vc-N/mm2
CutSpan R

1.1
2.9
3.7
3.8
1.3

Link
S

Defl'n
ratio

RB1
0.23 0.20 0.33
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 6.24
RB1A
0.29 0.21 0.36
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 5.67
RB1B
0.46 0.25 0.48
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 3.67
RB1C
0.42 0.26 0.25
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 5.20
========================================================================

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: RB4


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\RB\RB4.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : 5;/D-F;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

RB4
RB4A
Support
No.

3.85
1.25

fys
460

fyv
250

cover
35

span
2

cantilever
Nil

Width-mm Depth-mm F-width F-depth


125
125

350
350

125
125

Upper column
Height-m Width-mm Depth-mm

D
E1
F
Span
L.L.
No
m

fcu
25

0.00
0.00
0.00

0
0
0

Load Type
X2

0
0

Lower column
Height-m Width-mm Depth-mm

0
0
0

3.60
3.60
0.00

LoadingSource

225
125
0
D.L.

200
225
0

L.L.
kN;kN/m

1
1

udl
udl

SelfWeight
4: INPUT

1.05
3.00

0.00
0.75

2
2

udl
udl

SelfWeight
4: INPUT

1.05
3.00

0.00
0.75

X1
m

D.L.
kN;kN/m

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan
RB4
RB4A

-0.0
-9.3

-1.0
-8.1

8.3
0.0

-8.5
-0.4

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-10.2
-0.0

-0.0
-6.3

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN


Span No Left
LFace
CutSpan RFace
Right

RB4
10.7
10.0
9.3
15.1
RB4A
11.8
11.0
9.6
3.6
Design for Shear at support centre
Span
No.

AREA OF REBAR-mm2
Left Span Right

RB4
RB4A
Support
No.
D
E1
F
Span
No

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

Ten/Com
%Steel

65
57

65
68

85
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.20


2T12= 2x1 0.15

Bot

78
57

65
65

65
57

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.18


2T12= 2x1 0.15

Bot

Column Moment-kNm
Upper
Lower
0.0
0.0
0.0

15.9
-3.1

Stress-N/mm2
CutSpan R

2.2
0.9
0.0

Side
Bar

Support Reaction-kN
D.L.
L.L.
6.6
16.0
-1.8
Vc-N/mm2
CutSpan R

1.3
3.0
0.5

Link
S

Defl'n
ratio

RB4
0.28 0.24 0.42
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 4.86
RB4A
0.31 0.25 0.09
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 14.96
========================================================================

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: RB12


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\RB\RB12.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : C;/2-7;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

RB12
RB12A
Support
No.

4.50
4.50

fys
460

fyv
250

cover
35

span
2

cantilever
Nil

Width-mm Depth-mm F-width F-depth


125
125

350
350

125
125

Upper column
Height-m Width-mm Depth-mm

2
4
7
Span
L.L.
No
m

fcu
25

0.00
0.00
0.00

0
0
0

Load Type
X2

0
0
0

0
0

Lower column
Height-m Width-mm Depth-mm
3.60
3.60
0.00

LoadingSource

225
225
0
D.L.

125
125
0

L.L.

X1

kN;kN/m

1
1

udl
udl

SelfWeight
12: INPUT

1.05
3.00

0.00
0.75

2
2
2

udl
udl
point load

SelfWeight
12: INPUT
Sec Bm

1.05
3.00
6.68

0.00
0.75
1.24

D.L.
kN;kN/m

1.50

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan
RB12
RB12A

-0.0
-22.4

-0.7
-20.7

10.1
16.4

-20.7
-0.9

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-21.9
-0.0

-5.9
-0.0

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN

Span No

RFace

Right

RB12
11.8
11.4
12.6
19.9
RB12A
28.0
27.6
20.3
14.6
Design for Shear at support centre

20.4
15.1

Span
No.

LFace

CutSpan

AREA OF REBAR-mm2
Left Span Right

RB12
RB12A
Support
No.
2
4
7
Span
No

Left

65
57

65
84

199
57

65
141

194
57

2T12= 2x1
2T12= 2x1

65
70

Stress-N/mm2
CutSpan R

2T12= 2x1
2T12= 2x1

Ten/Com
%Steel

2T12= 2x1 0.44


2T12= 2x1 0.15

Side
Bar

Bot

2T12= 2x1 2T12= 2x1 2T12= 2x1 0.46


2T12= 2x1 2T12= 2x1 2T12= 2x1 0.16 Bot

Column Moment-kNm
Upper
Lower
0.0
0.0
0.0

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

1.1
0.9
0.0

Support Reaction-kN
D.L.
L.L.
6.4
28.4
8.5
Vc-N/mm2
CutSpan R

1.5
5.3
1.8

Link
S

Defl'n
ratio

RB12
0.31 0.33 0.53
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 4.16
RB12A
0.73 0.53 0.39
0.57 0.57 0.57 1R 6-200 1R 6-200 1R 6-200 3.41
========================================================================

GROUND FLOOR
CALCULATION

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: GB1


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\GB\GB1.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : 2;/B-G;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

GB1
GB1A
GB1B
GB1C
Support
No.

3.00
3.30
5.10
3.60

fys
460

3.60
3.60
3.60
3.60
3.60
Load Type
X2

fyv
250

cover
35

span
4

cantilever
Nil

Width-mm Depth-mm F-width F-depth


125
125
125
125

450
450
450
450

Upper column
Height-m Width-mm Depth-mm

B
C
D
F
G
Span
L.L.
No
m

fcu
25

225
125
225
125
225

125
225
200
225
125

125
125
125
125

0
0
0
0

Lower column
Height-m Width-mm Depth-mm
1.20
1.20
1.20
1.20
1.20

LoadingSource

225
125
225
125
225
D.L.

125
225
200
225
125

L.L.
kN;kN/m

1
1

udl
udl

SelfWeight
1: INPUT

1.35
8.45

0.00
0.00

2
2

udl
udl

SelfWeight
1: INPUT

1.35
8.45

0.00
0.00

3
3

udl
udl

SelfWeight
1: INPUT

1.35
8.45

0.00
0.00

4
4

udl
udl

SelfWeight
1: INPUT

1.35
8.45

0.00
0.00

X1
m

D.L.
kN;kN/m

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan

GB1
GB1A
GB1B
GB1C

-0.0
-12.5
-26.6
-26.8

-1.1
-10.2
-23.2
-23.3

10.6
5.2
18.6
12.4

-10.8
-19.1
-25.5
-1.1

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-13.5
-21.6
-29.4
-0.0

-0.0
-6.1
-0.0
-5.4

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN


Span No Left
LFace
CutSpan RFace
Right
GB1
17.1
GB1A
21.6
GB1B
35.0
GB1C
32.2
Design for Shear
Span
No.

AREA OF REBAR-mm2
Left Span Right

GB1
GB1A
GB1B
GB1C
Support
No.
B
C
D
F
G
Span
No

16.2
14.8
20.1
15.2
33.7
18.6
30.6
19.8
at support centre

25.1
26.5
36.1
18.5

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

Ten/Com
%Steel

84
73

84
84

84
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.15


2T12= 2x1 0.15

Bot

84
73

84
84

138
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.25


2T12= 2x1 0.15

Bot

172
73

84
118

192
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.34


2T12= 2x1 0.15

Bot

174
73

84
84

84
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.31


2T12= 2x1 0.15

Bot

Column Moment-kNm
Upper
Lower
0.3
0.6
1.6
1.0
0.5

23.6
25.1
34.5
17.7

Stress-N/mm2
CutSpan R

0.9
1.7
4.7
3.1
1.5

Side
Bar

Support Reaction-kN
D.L.
L.L.
12.0
31.6
42.7
48.0
12.8
Vc-N/mm2
CutSpan R

0.0
0.0
0.0
0.0
0.0

Link
S

Defl'n
ratio

GB1
0.34 0.29 0.49
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 8.00
GB1A
0.43 0.30 0.52
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 7.28
GB1B
0.69 0.37 0.71
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 4.71
GB1C
0.63 0.39 0.37
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 6.67
========================================================================

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: GB4


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\GB\GB4.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : 5;/D-F;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

GB4
GB4A
Support
No.

3.85
1.25

fys
460

125
125

3.60
3.60
0.00

fyv
250

cover
35

span
2

cantilever
Nil

Width-mm Depth-mm F-width F-depth


450
450

125
125

Upper column
Height-m Width-mm Depth-mm

D
E1
F
Span
L.L.
No
m

fcu
25

225
125
0

Load Type
X2

200
225
0

0
0

Lower column
Height-m Width-mm Depth-mm
1.20
1.20
0.00

LoadingSource

225
125
0
D.L.

200
225
0

L.L.
kN;kN/m

1
1

udl
udl

SelfWeight
4: INPUT

1.35
8.45

0.00
0.00

2
2

udl
udl

SelfWeight
4: INPUT

1.35
8.45

0.00
0.00

X1
m

D.L.
kN;kN/m

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan
GB4
GB4A

-0.0
-17.7

-2.0
-15.2

16.3
0.0

-17.2
-0.6

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-20.6
-0.0

-0.0
-11.6

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN


Span No Left
LFace
CutSpan RFace
Right

GB4
21.2
19.8
18.6
30.2
GB4A
22.7
21.2
18.4
6.4
Design for Shear at support centre
Span
No.

AREA OF REBAR-mm2
Left Span Right

GB4
GB4A
Support
No.
D
E1
F
Span
No

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

Ten/Com
%Steel

84
73

84
102

131
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.23


2T12= 2x1 0.15

Bot

111
73

84
84

84
73

2T12= 2x1
2T12= 2x1

2T12= 2x1
2T12= 2x1

2T12= 2x1 0.20


2T12= 2x1 0.15

Bot

Column Moment-kNm
Upper
Lower
1.7
0.8
0.0

31.8
-5.5

Stress-N/mm2
CutSpan R

5.1
2.3
0.0

Side
Bar

Support Reaction-kN
D.L.
L.L.
16.4
37.6
-3.9
Vc-N/mm2
CutSpan R

0.0
0.0
0.0

Link
S

Defl'n
ratio

GB4
0.42 0.37 0.63
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 6.24
GB4A
0.45 0.36 0.11
0.49 0.49 0.49 1R 6-200 1R 6-200 1R 6-200 19.21
========================================================================

Type in your company name here;

19-10-2016, Wednesday, 21:59:6

BEAM MARK: GB12


FULL PATHNAME: D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok
beng\rc\GB\GB12.oo1
DESIGN THE SUPPORT MOMENT FOR MOST CRITICAL LIVE LOAD PATTERN
DESIGN FOR SUB-FRAME BEAM
ALONG GRID : C;/2-7;

Sub-frame Beam End Support Condition's Parameter is PIN, i.e. ZERO


MOMENT
CodeOfPractice
BS8110:1985
Span No

Span-m

GB12
GB12A
Support
No.

4.50
4.50

fys
460

125
125

3.60
3.60
0.00

fyv
250

cover
35

span
2

cantilever
Nil

Width-mm Depth-mm F-width F-depth


450
450

125
125

Upper column
Height-m Width-mm Depth-mm

2
4
7
Span
L.L.
No
m

fcu
25

225
225
0

Load Type
X2

125
125
0

0
0

Lower column
Height-m Width-mm Depth-mm
1.20
1.20
0.00

LoadingSource

225
225
0
D.L.

125
125
0

L.L.

X1

kN;kN/m

1
1

udl
udl

SelfWeight
12: INPUT

1.35
8.45

0.00
0.00

2
2
2

udl
udl
point load

SelfWeight
12: INPUT
Sec Bm

1.35
8.45
16.17

0.00
0.00
0.00

D.L.
kN;kN/m

1.50

========================================================================
DESIGN FOR DEAD LOAD AND LIVE LOAD:
Design for the following load factors:Dead Load = 1.40;
Live Load = 1.60

Wind Load = 0.00

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED MOMENT-kNm


Span No Left
LFace
Span
RFace
Right
CutSpan
GB12
GB12A

-0.0
-45.1

-1.4
-41.7

18.9
31.4

-40.8
-1.8

Moment & Shear Curtailment, CutSpan is at


Design for Moment at support centre

-43.3
-0.0

-9.8
-0.0

25 percent of Span

1.40*DEAD LOAD & 1.60*LIVE LOAD FACTORED SHEAR-kN

Span No

RFace

Right

GB12
22.8
22.0
25.1
39.7
GB12A
56.0
55.2
40.6
28.6
Design for Shear at support centre

40.5
29.4

Span
No.

Left

CutSpan

AREA OF REBAR-mm2
Left Span Right

GB12
GB12A
Support
No.
2
4
7
Span
No

LFace

84
120

306
73

2T12= 2x1
2T12= 2x1

321
73

84
206

84
103

3T12= 2x2 2T12= 2x1 2T12= 2x1 0.57


2T12= 2x1 2T12= 2x1 2T12= 2x1 0.18 Bot

Column Moment-kNm
Upper
Lower

Stress-N/mm2
CutSpan R

2.8
2.1
0.0

2T12= 2x1
2T12= 2x1

Ten/Com
%Steel

84
73

0.9
0.7
0.0

REBAR ARRANGEMENT -Top/Bottom


Left
Span
Right

3T12= 2x2 0.54


2T12= 2x1 0.15

Side
Bar

Bot

Support Reaction-kN
D.L.
L.L.
15.8
68.4
20.3
Vc-N/mm2
CutSpan R

0.0
0.0
0.0

Link
S

Defl'n
ratio

GB12
0.45 0.49 0.82
0.49 0.49 0.56 1R 6-200 1R 6-200 1R 6-200 5.34
GB12A
1.13 0.80 0.58
0.56 0.49 0.49 1R 6-150 1R 6-200 1R 6-200 3.45
========================================================================

COLUMN
CALCULATION

Type in your company name here;

19-10-2016, Wednesday, 21:59:38

FLOOR PATHNAME : D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok


beng\rc\RB\RB.cln

CODE OF PRACTICE USED IS BS8110:1985


Design for Braced Column in X-direction
Design for Braced Column in Y-direction
Floor D.L.
RB 1.40

L.L.
1.60

fcu
25

fy
460

cover
35

L.L. x-kNm

Load incre.
10

Grid
Column X-Ht
Steel% LLReduction

Y-Ht

D.L.

y-kNm

Area

Rebar

2-A 150
2.0%
0%

150

9600

9600

452

4T12

4-A 150
2.0%
0%

150

9600

9600

452

4T12

7-A 150
2.0%
0%

150

9600

9600

452

4T12

2-B 125
1.6%
0%

225

2700

2700

15

452

4T12

4-B 125
1.6%
0%

225

2700

2700

30

452

4T12

7-B 125
1.6%
0%

225

2700

2700

12

452

4T12

7-B1 125
1.6%
0%

225

2700

2700

19

452

4T12

8-B1 125
1.6%
0%

225

2700

2700

452

4T12

1-C 150
2.0%
0%

150

9600

9600

452

4T12

2-C 225
1.6%
0%

125

2700

2700

22

452

4T12

4-C 225
1.6%
0%

125

2700

2700

37

452

4T12

7-C1 125
1.6%
0%

225

2700

2700

18

452

4T12

8-C1 125
1.6%
0%

225

2700

2700

452

4T12

1-D 150
2.0%
0%

150

9600

9600

452

4T12

2-D 200
1.0%
0%

225

2700

2700

34

452

4T12

5-D 200
1.0%
0%

225

2700

2700

48

452

4T12

7-D 225
1.6%
0%

125

2700

2700

19

452

4T12

7-E 125
1.6%
0%

225

2700

2700

18

452

4T12

8-E 125
1.6%
0%

225

2700

2700

452

4T12

5-E1 225
1.6%
0%

125

2700

2700

26

452

4T12

1-F 150
2.0%
0%

150

9600

9600

452

4T12

2-F 225
1.6%
0%

125

2700

2700

27

452

4T12

3-F 225
1.6%
0%

125

2700

2700

24

452

4T12

6-F 225
1.6%
0%

125

2700

2700

13

452

4T12

7-F 125
1.6%
0%

225

2700

2700

23

452

4T12

8-F 125
1.6%
0%

225

2700

2700

452

4T12

2-G 125
1.6%
0%

225

2700

2700

12

452

4T12

3-G 125
1.6%
0%

225

2700

2700

23

452

4T12

6-G 125
1.6%
0%

225

2700

2700

23

452

4T12

7-G 125
1.6%
0%

225

2700

2700

13

452

4T12

-----------------------------------------------------------------------------------------------SUM OF THE ABOVE TABLE:


498
84 ( I.E. CURRENT AND ABOVE FLOORS
SITTING ON THE ABOVE COLUMN)
SUM OF KEY PLAN LOADING:
498
84 ( I.E. CURRENT FLOOR SITTING ON THE
ABOVE COLUMN)
------------------------------------------------------------------------------------------------

SUMMARY OF TOTAL LOADING WITHOUT LOAD ALLOWANCE OF 10 PERCENT:


Total number of Columnn Section for Analysis
= 30
Total number of Columnn Section being Analysed = 30
Total Dead Load on Column in key plan,
Total Dead Load on Wall in key plan,

DLc =
DLw =

425 kN
0 kN

Total Dead Load in key plan,

DLp = DLc + DLw =

Total Column Selfweight,


Total Dead Load in floor(without wall selfwt),

425 kN *

SWc =
73 kN
DLpSWc = DLp + SWc =

498

kN
Total Live Load on Column in the floor,
LLc =
Total Live Load on Wall in key plan,
LLw =
Total Live Load in key plan,
LLp = LLc + LLw =

84 kN
0 kN
84 kN *

=============================================================================
====================
Total Dead Load in the floor & floors above (all included) =
Total Live Load in the floor & floors above (all included) =

498 kN
84 kN

=============================================================================
====================
THE FOLLOWING LOAD REACTION IS TAKEN AT THE FLOOR ALL THE WAY FROM ROOF:
Total Column Dead Load Reaction by Conventional Design

498

Total Column Live Load Reaction by Conventional Design

84

Total Wall

Dead Load Reaction by 3-D Finite Element Analysis =

Total Wall

Live Load Reaction by 3-D Finite Element Analysis =

kN
kN
kN
kN
Total Column+Wall Dead Load Reaction, TDLp = 498 + 0 = 498 kN
Total Column+Wall Live Load Reaction, TLLp = 84 + 0 = 84 kN
=============================================================================
====================

PAD FOOTING
CALCULATION

Type in your company name here;

19-10-2016, Wednesday, 21:59:41

FILE PATHNAME : D:\FAIRUZ\2016\BANGLO\NAZROL oktober banglo fatimah b.tok


beng\rc\rc.FTP;

CODE OF PRACTICE USED IS BS8110:1985


D.L/L.L-kN
kN/m2
1.4
1.6

fcu

fy

cover

Load incre.

25

460

50

10

Soil pressure100

COLUMN FOUNDATION DESIGN:


Grid

D.L. L.L. W.L. Mxy-kNm/m

Footing,B,L,H

Area,mm2

Rebar

1-C

350

350

250

750

750

T12-150

T12-150

1-D

350

350

250

750

750

T12-150

T12-150

1-F

350

350

250

750

750

T12-150

T12-150

2-A

350

350

250

750

750

T12-150

T12-150

2-B

52

750

750

250

750

750

T12-150

T12-150

2-C

81

14

14

950

950

250

750

750

T12-150

T12-150

2-D

133

23

23

1200

1200

250

750

750

T12-150

T12-150

2-F

102

18

18

1050

1050

250

750

750

T12-150

T12-150

2-G

44

700

700

250

750

750

T12-150

T12-150

3-F

91

16

16

1000

1000

250

750

750

T12-150

T12-150

3-G

83

15

15

950

950

250

750

750

T12-150

T12-150

4-A

350

350

250

750

750

T12-150

T12-150

4-B

113

20

20

1100

1100

250

750

750

T12-150

T12-150

4-C

143

25

25

1250

1250

250

750

750

T12-150

T12-150

5-D

197

33

33

1450

1450

250

785

785

T12-125

T12-125

5-E1

96

17

17

1050

1050

250

750

750

T12-150

T12-150

6-F

46

700

700

250

750

750

T12-150

T12-150

6-G

83

15

15

950

950

250

750

750

T12-150

T12-150

7-A

350

350

250

750

750

T12-150

T12-150

7-B

41

700

700

250

750

750

T12-150

T12-150

7-B1

71

12

12

900

900

250

750

750

T12-150

T12-150

7-C1

67

12

12

850

850

250

750

750

T12-150

T12-150

7-D

70

13

13

900

900

250

750

750

T12-150

T12-150

7-E

67

12

12

850

850

250

750

750

T12-150

T12-150

7-F

85

15

15

950

950

250

750

750

T12-150

T12-150

7-G

46

700

700

250

750

750

T12-150

T12-150

8-B1

30

600

600

250

750

750

T12-150

T12-150

8-C1

30

600

600

250

750

750

T12-150

T12-150

8-E

31

600

600

250

750

750

T12-150

T12-150

8-F

31

600

600

250

750

750

T12-150

T12-150

---------------------------------------------------------------------------1849; 93; SUM OF THE ABOVE: With Load Allowance of 10 percent,


1681; 84; SUM OF THE ABOVE: Without Load Allowance
----------------------------------------------------------------------------

SUMMARY OF COLUMN LOADING WITHOUT LOAD ALLOWANCE OF 10 PERCENT:


Total
Total
kN
Total
Total
kN

Footing SelfWeight
= 92 kN
Column Dead Load Reaction by Convention Design Method,

DLcd = 1589

Column Live Load Reaction by Convention Design Method,


Column Dead Load Reaction with Footing SelfWeight,

LLcd = 84 kN
TDLcd = 1681

SUMMARY OF COLUMN LOADING WITH LOAD ALLOWANCE OF 10 PERCENT:


Total Dead Load (with SelfWeight) = 1848.84 kN
Total Live Load from floors above = 92.83 kN
----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

SUMMARY OF TOTAL LOADING WITHOUT LOAD ALLOWANCE OF 10 PERCENT:


Total Footing SelfWeight of Whole Keyplan = 92 kN
Total Dead & Live Load of Whole Keyplan
= 1765 kN
Total Dead Load Reaction from Stump and Wall = 1681 + 0 = 1681 kN
Total Live Load Reaction from Stump and Wall = 84 + 0 = 84 kN
-------------------------------------------------------------------------------------------------------------------------------------------------------

DRAWING

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