n35hb2
DESCRIPTION
gTRANSCRIPT
Continuous Beam: N35HB2-1000X600 (Code of Practice : CP65 - 1999)
C0130/10/2015 4:32:44 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 1000 600
SpanNo
SectionLength(m)
Sec NoLeft
Sec NoRight
1 10.5 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)
1 400 800 4
2 400 800 4
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 8 8
L 1 8 8 380 7.2
D 1 0 52 0 5.25
D 1 52 0 5.25 0
L 1 0 12 0 5.25
L 1 12 0 5.25 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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
SECTION 1
1000
600
Sections
1 2SPAN 1
Dead+Own W
Live
22.40
8.00
74.40
20.00 380.00
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 = 21.83mm @ 5.50m
20.0
15.0
10.0
5.00
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
Deflection, Shear, Moment and Steel diagrams. Span 1
Long-term Deflections (All spans loaded - using required reinforcement) Def max = 58.49mm @ 5.25m
50.0
40.0
30.0
20.0
10.0
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
SHEAR: X-X V max = -904.5kN @ 10.5m
-800
-600
-400
-200
200
400
600
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
MOMENTS: X-X M max = 1680 kNm @ 6.75m
1500
1000
500
-500
-1000
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
Shear Steel: X-X Asv max = 2.757mm²/mm @ 9.20m
.500
1.00
1.50
2.00
2.50
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
Bending Steel: X-X As max = 9621 mm2 @ 6.75m
8000
6000
4000
2000
-2000
-4000
.50
0
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
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 : N35HB2-1000X600
Data File : C:\Users\T&TECLLP\Desktop\35TH STY\N35HB2.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 -824.36 -279.66 4056.30 0.00
0.250 -663.25 -216.86 3193.76 0.00
0.500 -505.17 -155.62 2384.73 0.00
0.750 -350.40 -96.09 1645.78 0.00
1.000 -199.21 -38.41 935.66 0.00
1.250 -51.87 17.24 243.64 80.96
1.500 70.71 91.33 0.00 428.99
1.750 121.86 230.14 0.00 1080.93
2.000 170.53 364.26 0.00 1710.91
2.250 216.56 493.44 0.00 2326.04
2.500 259.79 617.39 0.00 2955.49
2.750 300.08 735.85 0.00 3577.36
3.000 337.26 848.53 0.00 4189.33
3.250 371.19 955.17 0.00 4788.77
3.500 401.71 1055.48 0.00 5372.68
3.750 428.66 1149.21 0.00 5937.67
4.000 451.89 1236.06 0.00 6479.89
4.250 471.24 1315.78 0.00 6995.04
4.500 486.56 1388.08 0.00 7478.32
4.750 497.69 1452.69 0.00 7924.48
5.000 504.49 1509.34 0.00 8327.84
5.250 506.79 1557.75 0.00 8682.40
5.500 504.49 1597.75 0.00 8982.73
5.750 497.69 1629.51 0.00 9226.33
6.000 486.56 1653.30 0.00 9412.00
6.250 471.24 1669.41 0.00 9539.28
6.500 451.89 1678.10 0.00 9608.53
6.750 428.66 1679.66 0.00 9620.93
7.000 401.71 1674.34 0.00 9578.50
7.200 377.57 1665.33 0.00 9506.89
7.450 344.32 1496.34 0.00 8234.22
7.700 307.77 1321.25 0.00 7031.09
7.950 268.09 1140.34 0.00 5883.37
8.200 225.43 953.88 0.00 4781.39
8.450 179.95 762.13 0.00 3718.24
8.700 131.80 565.38 0.00 2688.83
8.950 81.14 363.90 0.00 1709.19
9.200 28.11 157.96 0.00 741.91
9.450 -52.16 -27.12 245.01 0.00
9.700 -266.20 -84.40 1250.31 0.00
9.950 -483.87 -143.57 2278.27 0.00
10.200 -704.90 -204.49 3412.85 0.00
10.450 -929.02 -266.99 4639.86 0.00
10.500 -974.19 -279.66 4897.96 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/10/13
NEW FUTURA
M/s KTP CONSULATNTS PTE LTD
HT T&T OCT 2015
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)
0.000 254.10 650.16 2650.40 0.00 1.00
0.250 248.19 638.57 2650.40 0.00 1.00
0.500 241.66 625.89 1112.72 0.00 1.00
0.750 234.51 612.11 536.36 0.34 1.00
1.000 226.75 597.23 305.48 1.30 1.00
1.250 218.36 581.27 224.53 1.59 1.00
1.500 209.36 564.20 210.49 1.58 1.00
1.750 199.73 546.04 228.95 1.41 1.00
2.000 189.49 526.79 266.82 1.16 1.00
2.250 178.63 506.44 295.59 0.94 1.00
2.500 167.15 484.99 320.15 0.74 1.00
2.750 155.05 462.45 341.19 0.54 1.00
3.000 142.33 438.82 359.63 0.35 1.00
3.250 128.99 414.09 376.03 0.17 1.00
3.500 115.03 388.26 390.73 0.00 1.00
3.750 100.46 361.34 403.97 0.00 1.00
4.000 85.26 333.33 415.91 0.00 1.00
4.250 69.45 304.21 426.65 0.00 1.00
4.500 53.01 274.01 436.26 0.00 1.00
4.750 35.96 242.71 444.77 0.00 1.00
5.000 18.29 210.31 452.19 0.00 1.00
5.250 0.00 176.82 458.52 0.00 1.00
5.500 -18.29 143.32 463.74 0.00 1.00
5.750 -35.96 110.93 467.90 0.00 1.00
6.000 -53.01 79.63 471.02 0.00 1.00
6.250 -69.45 49.42 473.13 0.00 1.00
6.500 -85.26 20.31 474.27 0.00 1.00
6.750 -100.46 -7.71 474.48 0.00 1.00
7.000 -115.03 -34.63 473.78 0.00 1.00
7.200 -126.25 -55.38 472.59 0.00 1.00
7.200 -663.38 -126.25 472.59 0.85 1.00
7.450 -688.33 -139.71 450.49 1.06 1.00
7.700 -712.18 -152.55 427.38 1.27 1.00
7.950 -734.94 -164.78 402.73 1.48 1.00
8.200 -756.61 -176.38 375.83 1.70 1.00
8.450 -777.17 -187.37 345.61 1.93 1.00
8.700 -796.65 -197.73 310.22 2.17 1.00
8.950 -815.03 -207.48 266.73 2.45 1.00
9.200 -832.31 -216.61 214.32 2.76 1.00
9.450 -848.50 -225.12 277.36 2.55 1.00
9.700 -863.59 -233.01 448.63 1.85 1.00
9.950 -877.59 -240.28 939.36 0.00 1.00
10.200 -890.49 -246.93 2650.40 0.00 1.00
10.450 -902.29 -252.97 2650.40 0.00 1.00
10.500 -904.52 -254.10 2650.40 0.00 1.00
---------------------------------------------------------------------
COLUMN REACTIONS
Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)
1 254.10 184.01 438.11 650.16
2 254.10 342.99 597.09 904.52
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
---------------------------------------------------------------------
COLUMN MOMENTS (Ultimate limit state)
Columns below
Support Bending Moment(kNm) Shear Force (kN)
No. Min. Max. Min. Max.
1 -824.36 -279.66 -309.14 -104.87
2 279.66 974.19 104.87 365.32
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 0.62 1.22
0.500 1.25 2.48
0.750 1.90 3.78
1.000 2.56 5.10
1.250 3.22 6.44
1.500 3.88 7.78
1.750 4.53 9.12
2.000 5.17 10.44
2.250 5.80 11.74
2.500 6.40 13.00
2.750 6.98 14.22
3.000 7.52 15.38
3.250 8.03 16.48
3.500 8.50 17.50
3.750 8.92 18.44
4.000 9.29 19.28
4.250 9.61 20.03
4.500 9.86 20.65
4.750 10.05 21.15
5.000 10.16 21.52
5.250 10.20 21.75
5.250 10.20 21.75
5.500 10.17 21.83
5.750 10.07 21.77
6.000 9.91 21.58
6.250 9.68 21.24
6.500 9.40 20.77
6.750 9.06 20.15
7.000 8.66 19.40
7.200 8.31 18.69
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
7.200 8.31 18.69
7.450 7.82 17.68
7.700 7.28 16.53
7.950 6.70 15.28
8.200 6.09 13.93
8.450 5.45 12.50
8.700 4.79 11.01
8.950 4.12 9.48
9.200 3.43 7.91
9.450 2.75 6.34
9.700 2.07 4.77
9.950 1.40 3.23
10.200 0.75 1.73
10.450 0.12 0.28
10.500 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 0.43 2.21 0.81 3.45
0.500 0.89 4.57 1.69 7.15
0.750 1.38 7.05 2.64 11.07
1.000 1.90 9.61 3.67 15.17
1.250 2.42 12.21 4.74 19.37
1.500 2.95 14.80 5.83 23.57
1.750 3.46 17.33 6.91 27.69
2.000 3.95 19.74 7.96 31.65
2.250 4.42 22.01 8.97 35.40
2.500 4.86 24.12 9.93 38.90
2.750 5.26 26.06 10.83 42.15
3.000 5.63 27.82 11.68 45.13
3.250 5.96 29.41 12.45 47.82
3.500 6.26 30.81 13.16 50.23
3.750 6.52 32.01 13.81 52.33
4.000 6.74 33.03 14.37 54.14
4.250 6.92 33.84 14.87 55.64
4.500 7.07 34.46 15.29 56.82
4.750 7.18 34.88 15.63 57.70
5.000 7.25 35.10 15.90 58.25
5.250 7.28 35.13 16.08 58.49
5.250 7.28 35.13 16.08 58.49
5.500 7.27 34.96 16.17 58.40
5.750 7.23 34.59 16.18 58.00
6.000 7.14 34.03 16.11 57.28
6.250 7.02 33.28 15.94 56.24
6.500 6.85 32.35 15.67 54.88
6.750 6.65 31.24 15.32 53.21
7.000 6.40 29.96 14.86 51.22
7.200 6.18 28.81 14.42 49.41
7.200 6.18 28.81 14.42 49.41
7.450 5.87 27.23 13.77 46.87
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
7.700 5.51 25.49 13.03 44.03
7.950 5.13 23.60 12.18 40.90
8.200 4.70 21.56 11.23 37.49
8.450 4.24 19.39 10.18 33.81
8.700 3.75 17.10 9.03 29.88
8.950 3.22 14.70 7.80 25.72
9.200 2.68 12.23 6.49 21.40
9.450 2.13 9.73 5.15 17.02
9.700 1.59 7.26 3.82 12.66
9.950 1.06 4.86 2.54 8.45
10.200 0.56 2.57 1.33 4.46
10.450 0.09 0.41 0.21 0.72
10.500 -0.00 0.00 0.00 0.00
---------------------------------------------------------------------
QUANTITIES
Section Area(m²)
1 0.600
Total weight of beam = 151.20 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