n35hb1
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Continuous Beam: N35HB1-750X695 (Code of Practice : CP65 - 1999)
C0130/10/2015 4:27:02 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)
35
460
460
0
D
40
40
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
1 750 695
SpanNo
SectionLength(m)
Sec NoLeft
Sec NoRight
1 6.4 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 45 45
L 1 22 22
D 1 0 20 1 2.2
D 1 20 0 3.2 2.2
L 1 0 4 1 2.2
L 1 4 0 3.2 2.2
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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
SECTION 1
750
695
Sections
1 2SPAN 1
Dead+
Own W
Live
57.51
22.00
77.51
26.00
57.51
22.00
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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
Elastic Deflections (Alternate spans loaded) Def max = 3.523mm @ 3.20m
3.50
3.00
2.50
2.00
1.50
1.00
.500
.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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
Deflection, Shear, Moment and Steel diagrams. Span 1
Long-term Deflections (All spans loaded - using required reinforcement) Def max = 17.77mm @ 3.20m
18.0
16.0
14.0
12.0
10.0
8.00
6.00
4.00
2.00
.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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
SHEAR: X-X V max = -408.1kN @ 6.40m
-400
-200
200
400
.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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
MOMENTS: X-X M max = 685.8kNm @ 3.20m
600
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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
Shear Steel: X-X Asv max = .7496mm²/mm @ 0.00m
.100
.200
.300
.400
.500
.600
.700
.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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
Bending Steel: X-X As max = 2825 mm2 @ 3.20m
2500
2000
1500
1000
500
.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
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
=====================================================================
C O N T I N U O U S B E A M Ver W2.6.05 - 09 May 2014
Title : N35HB1-750X695
Data File : C:\Users\T&TECLLP\Desktop\35TH STY\N35HB1.C01
Date/Time : 30/10/2015
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 49.71 98.42 0.00 395.20
0.500 95.83 189.60 0.00 761.36
0.750 138.35 273.55 0.00 1098.48
1.000 177.28 350.27 0.00 1406.56
1.250 212.59 419.71 0.00 1685.43
1.500 244.16 481.68 0.00 1935.68
1.750 271.85 535.93 0.00 2167.54
2.000 295.53 582.22 0.00 2367.91
2.250 315.04 620.29 0.00 2534.55
2.500 330.25 649.91 0.00 2665.36
2.750 341.01 670.83 0.00 2758.39
3.000 347.18 682.81 0.00 2811.90
3.200 348.72 685.79 0.00 2825.24
3.450 346.32 681.14 0.00 2804.43
3.700 339.22 667.36 0.00 2742.89
3.950 327.56 644.67 0.00 2642.16
4.200 311.48 613.34 0.00 2504.02
4.450 291.12 573.61 0.00 2330.46
4.700 266.63 525.71 0.00 2123.62
4.950 238.15 469.90 0.00 1886.96
5.200 205.82 406.41 0.00 1632.03
5.400 177.28 350.27 0.00 1406.56
5.650 138.35 273.55 0.00 1098.48
5.900 95.83 189.60 0.00 761.36
6.150 49.71 98.42 0.00 395.20
6.400 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)
0.000 206.03 408.12 2325.02 0.00 0.75
0.250 191.65 379.20 967.58 0.00 0.75
0.500 177.28 350.27 489.09 0.00 0.75
0.750 162.90 321.34 368.44 0.00 0.75
1.000 148.52 292.41 300.06 0.00 0.75
1.250 133.86 262.99 254.97 0.03 0.75
1.500 118.63 232.60 254.78 0.00 0.75
1.750 102.83 201.23 264.57 0.00 0.75
2.000 86.47 168.88 272.48 0.00 0.75
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
2.250 69.53 135.55 278.73 0.00 0.75
2.500 52.03 101.25 283.45 0.00 0.75
2.750 33.96 65.97 286.71 0.00 0.75
3.000 15.32 29.71 288.55 0.00 0.75
3.200 0.00 0.00 289.01 0.00 0.75
3.450 -37.04 -19.09 288.29 0.00 0.75
3.700 -73.10 -37.62 286.17 0.00 0.75
3.950 -108.19 -55.58 282.62 0.00 0.75
4.200 -142.30 -72.96 277.61 0.00 0.75
4.450 -175.43 -89.79 271.04 0.00 0.75
4.700 -207.58 -106.04 262.77 0.00 0.75
4.950 -238.76 -121.72 252.62 0.00 0.75
5.200 -268.96 -136.84 262.76 0.02 0.75
5.400 -292.41 -148.52 300.06 0.00 0.75
5.650 -321.34 -162.90 368.44 0.00 0.75
5.900 -350.27 -177.28 489.09 0.00 0.75
6.150 -379.20 -191.65 967.58 0.00 0.75
6.400 -408.12 -206.03 2325.02 0.00 0.75
---------------------------------------------------------------------
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 206.03 74.80 280.83 408.12
2 206.03 74.80 280.83 408.12
---------------------------------------------------------------------
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 = 27.0 Gpa
SPAN 1
Position(m) Min.Deflection(mm) Max.Deflection(mm)
0.000 0.00 0.00
0.250 0.32 0.44
0.500 0.64 0.87
0.750 0.94 1.28
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
1.000 1.24 1.68
1.000 1.24 1.68
1.250 1.51 2.04
1.500 1.75 2.38
1.750 1.97 2.67
2.000 2.16 2.93
2.250 2.32 3.14
2.500 2.44 3.31
2.750 2.53 3.43
3.000 2.59 3.51
3.200 2.60 3.52
3.200 2.60 3.52
3.450 2.58 3.50
3.700 2.52 3.41
3.950 2.42 3.28
4.200 2.29 3.10
4.450 2.12 2.88
4.700 1.93 2.62
4.950 1.70 2.31
5.200 1.45 1.97
5.400 1.24 1.68
5.400 1.24 1.68
5.650 0.94 1.28
5.900 0.64 0.87
6.150 0.32 0.44
6.400 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 0.30 1.69 0.37 2.36
0.500 0.59 3.34 0.73 4.67
0.750 0.87 4.91 1.07 6.86
1.000 1.13 6.38 1.39 8.90
1.000 1.13 6.38 1.39 8.90
1.250 1.36 7.71 1.67 10.75
1.500 1.57 8.91 1.92 12.40
1.750 1.75 9.95 2.14 13.84
2.000 1.91 10.84 2.32 15.07
2.250 2.03 11.57 2.47 16.07
2.500 2.13 12.13 2.58 16.84
2.750 2.20 12.53 2.66 17.39
3.000 2.23 12.75 2.71 17.69
3.200 2.24 12.81 2.72 17.77
3.200 2.24 12.81 2.72 17.77
3.450 2.23 12.72 2.70 17.65
3.700 2.19 12.46 2.65 17.30
3.950 2.11 12.04 2.56 16.71
4.200 2.01 11.44 2.44 15.89
4.450 1.88 10.68 2.29 14.84
4.700 1.72 9.76 2.10 13.57
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
KTP/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
4.950 1.53 8.68 1.87 12.09
5.200 1.32 7.46 1.62 10.39
5.400 1.13 6.38 1.39 8.90
5.400 1.13 6.38 1.39 8.90
5.650 0.87 4.91 1.07 6.86
5.900 0.59 3.34 0.73 4.67
6.150 0.30 1.69 0.37 2.36
6.400 0.00 -0.00 0.00 0.00
---------------------------------------------------------------------
QUANTITIES
Section Area(m²)
1 0.521
Total weight of beam = 80.06 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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015