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Continuous Beam: B4B7-1000X1000 (Code of Practice : CP65 - 1999)
C018/10/2015 3:45:09 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 1000 1000
SpanNo
SectionLength(m)
Sec NoLeft
Sec NoRight
1 2 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 1
D 1 40 0 1 0
L 1 0 8 0 1
L 1 8 0 1 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 : mail@prokon.com
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
SECTION 1
1000
1000
Sections
1 2SPAN 1
Dead+
Own W
Live
38.00
2.00
78.00
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 : mail@prokon.com
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 = .0063mm @ 1.00m
.00600
.00500
.00400
.00300
.00200
.00100
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
Deflection, Shear, Moment and Steel diagrams. Span 1
Long-term Deflections (All spans loaded - using required reinforcement) Def max = .0193mm @ 1.00m
.01500
.01000
.00500
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
SHEAR: X-X V max = -90.80kN @ 2.00m
-80.0
-60.0
-40.0
-20.0
20.0
40.0
60.0
80.0
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
MOMENTS: X-X M max = 51.13kNm @ 1.00m
50.0
40.0
30.0
20.0
10.0
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
Shear Steel: X-X Asv max = .9995mm²/mm @ 0.00m
.200
.400
.600
.800
1.00
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
Bending Steel: X-X As max = 145.4mm2 @ 1.00m
140
120
100
80.0
60.0
40.0
20.0
.10
0
.20
0
.30
0
.40
0
.50
0
.60
0
.70
0
.80
0
.90
0
1.0
0
1.1
0
1.2
0
1.3
0
1.4
0
1.5
0
1.6
0
1.7
0
1.8
0
1.9
0
2.0
0
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
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 : B4B7-1000X1000
Data File : F:\TEONG\data\[NTFS]\TEONG FILES\MY WORK\KTP CONSULTANTS PTE LTD\2013\ROBINSON TOWER\ST05-B06-B01\B04 RC Beam\B4B7.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 13.21 20.76 0.00 59.03
0.500 23.42 36.92 0.00 104.97
0.750 30.00 47.40 0.00 134.78
1.000 32.33 51.13 0.00 145.40
1.250 30.00 47.40 0.00 134.78
1.500 23.42 36.92 0.00 104.97
1.750 13.21 20.76 0.00 59.03
2.000 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 58.00 90.80 4625.00 0.00 1.00
0.250 47.25 74.55 2690.02 0.00 1.00
0.500 34.00 54.00 1345.01 0.00 1.00
0.750 18.25 29.15 896.67 0.00 1.00
1.000 0.00 0.00 672.50 0.00 1.00
1.250 -29.15 -18.25 896.67 0.00 1.00
1.500 -54.00 -34.00 1345.01 0.00 1.00
1.750 -74.55 -47.25 2690.02 0.00 1.00
2.000 -90.80 -58.00 4625.00 0.00 1.00
---------------------------------------------------------------------
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 58.00 6.00 64.00 90.80
2 58.00 6.00 64.00 90.80
---------------------------------------------------------------------
COLUMN MOMENTS (Ultimate limit state)
Columns below
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
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 0.00 0.00
0.500 0.00 0.00
0.750 0.01 0.01
1.000 0.01 0.01
1.000 0.01 0.01
1.250 0.01 0.01
1.500 0.00 0.00
1.750 0.00 0.00
2.000 0.00 0.00
---------------------------------------------------------------------
LONGTERM DEFLECTIONS (All spans loaded - positive downward)
Symbols: DS : Shrinkage deflection.
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 0.00 0.01 0.00 0.01
0.500 0.00 0.01 0.00 0.01
0.750 0.00 0.02 0.00 0.02
1.000 0.00 0.02 0.00 0.02
1.000 0.00 0.02 0.00 0.02
1.250 0.00 0.02 0.00 0.02
1.500 0.00 0.01 0.00 0.01
1.750 0.00 0.01 0.00 0.01
2.000 0.00 0.00 0.00 0.00
---------------------------------------------------------------------
QUANTITIES
Section Area(m²)
1 1.000
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon.com
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
Total weight of beam = 48.00 kN
=====================================================================
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 58.00 6.00 64.00 90.80
2 58.00 6.00 64.00 90.80
---------------------------------------------------------------------
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 : mail@prokon.com
KTP/62/13
ROBINSON ROAD / MARKET STREET
M/s KTP CONSULATNTS PTE LTD
HT T&T SEP 2015
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