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Continuous Beam: B4B13-300X800 (Code of Practice : CP65 - 1999)
C018/10/2015 3:46:23 PM
Input Tables
Fcu (MPa)
Fy (MPa)
Fyv (MPa)
% Redistribution
Downward/Optimized redistr.
Cover to centre top steel(mm)
Cover to centre bot.steel(mm)
Dead Load Factor
Live Load Factor
Density of concrete (kN/m3)
% Live load permanent
Ø (Creep coefficient)
Ecs (Free shrinkage strain)
40
460
460
0
D
75
75
1.4
1.6
24
25
2
300E-6
SecNo.
Bw (mm)
D (mm)
Bf-top (mm)
Hf-top (mm)
Bf-bot (mm)
Hf-bot (mm)
Y-offset (mm)
Web offset
Flangeoffset
1 300 800
SpanNo
SectionLength(m)
Sec NoLeft
Sec NoRight
1 4 1 1
SupNo.
CodeC,F
Column Below CodeF,P
Column above CodeF,P
D(mm) B(mm) H(m) D(mm) B(mm) H(m)
Case D,L
Span
Wleft(kN/m)
Wright(kN/m)
a (m)
b (m)
P (kN)
a (m)
M (kNm)
a (m)
LoadDescription
D 1 14 14
L 1 2 2
D 1 0 40 0 2
D 1 40 0 2 0
L 1 0 8 0 2
L 1 8 0 2 0
Span
M left(kNm)
M right(kNm)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
SECTION 1
300
800
Sections
1 2SPAN 1
Dead+
Own W
Live
19.76
2.00
59.76
10.00
Beam Elevation
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
Elastic Deflections (Alternate spans loaded) Def max = .4881mm @ 2.00m
.400
.300
.200
.100
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
Deflection, Shear, Moment and Steel diagrams. Span 1
Long-term Deflections (All spans loaded - using required reinforcement) Def max = 4.247mm @ 2.00m
4.00
3.00
2.00
1.00
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
SHEAR: X-X V max = -130.5kN @ 4.00m
-100
-50.0
50.0
100
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
MOMENTS: X-X M max = 153.5kNm @ 2.00m
140
120
100
80.0
60.0
40.0
20.0
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
Shear Steel: X-X Asv max = .2999mm²/mm @ 0.00m
.050
.100
.150
.200
.250
.300
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
Bending Steel: X-X As max = 556.8mm2 @ 2.00m
500
400
300
200
100
.20
0
.40
0
.60
0
.80
0
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
=====================================================================
C O N T I N U O U S B E A M Ver W2.6.05 - 09 May 2014
Title : B4B13-300X800
Data File : F:\TEONG\data\[NTFS]\TEONG FILES\MY WORK\KTP CONSULTANTS PTE LTD\2013\ROBINSON TOWER\ST05-B06-B01\B04 RC Beam\B4B13.C01
Date/Time : 8/10/2015
Code of Practice : CP65 - 1999
=====================================================================
BENDING MOMENTS & REINFORCEMENT
SPAN 1
Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bot(mm2)
0.000 0.00 0.00 0.00 0.00
0.250 19.21 31.58 0.00 114.56
0.500 36.87 60.69 0.00 220.18
0.750 52.68 86.80 0.00 314.89
1.000 66.31 109.36 0.00 396.76
1.250 77.45 127.85 0.00 463.83
1.500 85.80 141.72 0.00 514.15
1.750 91.04 150.44 0.00 545.78
2.000 92.85 153.46 0.00 556.75
2.250 91.04 150.44 0.00 545.78
2.500 85.80 141.72 0.00 514.15
2.750 77.45 127.85 0.00 463.83
3.000 66.31 109.36 0.00 396.76
3.250 52.68 86.80 0.00 314.89
3.500 36.87 60.69 0.00 220.18
3.750 19.21 31.58 0.00 114.56
4.000 0.00 0.00 0.00 0.00
---------------------------------------------------------------------
SHEAR FORCES & REINFORCEMENT
SPAN 1
Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom)
Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)
0.000 79.52 130.53 1087.50 0.00 0.30
0.250 73.95 121.74 495.76 0.00 0.30
0.500 67.14 110.80 247.88 0.00 0.30
0.750 59.07 97.70 165.25 0.00 0.30
1.000 49.76 82.46 132.29 0.00 0.30
1.250 39.20 65.07 111.49 0.00 0.30
1.500 27.38 45.53 99.47 0.00 0.30
1.750 14.31 23.84 101.47 0.00 0.30
2.000 0.00 0.00 102.14 0.00 0.30
2.250 -23.84 -14.31 101.47 0.00 0.30
2.500 -45.53 -27.38 99.47 0.00 0.30
2.750 -65.07 -39.20 111.49 0.00 0.30
3.000 -82.46 -49.76 132.29 0.00 0.30
3.250 -97.70 -59.07 165.25 0.00 0.30
3.500 -110.80 -67.14 247.88 0.00 0.30
3.750 -121.74 -73.95 495.76 0.00 0.30
4.000 -130.53 -79.52 1087.50 0.00 0.30
---------------------------------------------------------------------
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 79.52 12.00 91.52 130.53
2 79.52 12.00 91.52 130.53
---------------------------------------------------------------------
COLUMN MOMENTS (Ultimate limit state)
Columns below
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
1 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00
Columns above
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
1 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00
---------------------------------------------------------------------
ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)
Modulus of elasticity: Ec = 20 + fcu/5 = 28.0 Gpa
SPAN 1
Position(m) Min.Deflection(mm) Max.Deflection(mm)
0.000 0.00 0.00
0.250 0.08 0.09
0.500 0.16 0.18
0.750 0.23 0.27
1.000 0.29 0.34
1.250 0.35 0.40
1.500 0.39 0.45
1.750 0.41 0.48
2.000 0.42 0.49
2.000 0.42 0.49
2.250 0.41 0.48
2.500 0.39 0.45
2.750 0.35 0.40
3.000 0.29 0.34
3.250 0.23 0.27
3.500 0.16 0.18
3.750 0.08 0.09
4.000 0.00 0.00
---------------------------------------------------------------------
LONGTERM DEFLECTIONS (All spans loaded - positive downward)
Symbols: DS : Shrinkage deflection.
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
DL : Long-term deflection under permanent load.
DI : Instantaneous deflection under short-term load.
DT : Total long-term deflection.
SPAN 1
Position(m) DS(mm) DL(mm) DI(mm) DT(mm)
0.000 0.00 0.00 0.00 0.00
0.250 0.11 0.64 0.07 0.83
0.500 0.21 1.27 0.14 1.63
0.750 0.31 1.85 0.21 2.38
1.000 0.40 2.35 0.27 3.03
1.250 0.47 2.76 0.32 3.55
1.500 0.52 3.06 0.36 3.94
1.750 0.55 3.24 0.38 4.17
2.000 0.56 3.30 0.39 4.25
2.000 0.56 3.30 0.39 4.25
2.250 0.55 3.24 0.38 4.17
2.500 0.52 3.06 0.36 3.94
2.750 0.47 2.76 0.32 3.55
3.000 0.40 2.35 0.27 3.03
3.250 0.31 1.85 0.21 2.38
3.500 0.21 1.27 0.14 1.63
3.750 0.11 0.64 0.07 0.83
4.000 0.00 0.00 0.00 0.00
---------------------------------------------------------------------
QUANTITIES
Section Area(m²)
1 0.240
Total weight of beam = 23.04 kN
=====================================================================
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 79.52 12.00 91.52 130.53
2 79.52 12.00 91.52 130.53
---------------------------------------------------------------------
COLUMN MOMENTS (Ultimate limit state)
Columns below
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
1 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00
Columns above
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
1 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00
---------------------------------------------------------------------
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015