Job: Bridge Sungai Muda Job No.

: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

Section details:
Ref 1 "Section 1"
at 0.5 x span = 13 m from left end of beam
Analysis:
Construction stage stresses
Serviceability Limit State
Prestress classification - clause 4.1.1.1:
Class 1

Load Combination 1

—————————————————————————————————————
ACTUAL STRESSES IN PRECAST BEAM
—————————————————————————————————————
No. of tendons fully bonded at this section: 33
No. of tendons fully debonded at this section: 0
No. of tendons deflected at this section: 0

INITIAL PRESTRESS
——————————————————————————————————————————————————————————————
height No of fpu area % of fpu initial force
mm tendons N/mm² mm² kN
——————————————————————————————————————————————————————————————
60.0 17 1860.0 150.0 75.0 3557.25
110.0 14 1860.0 150.0 75.0 2929.5
1040.0 2 1860.0 150.0 75.0 418.5
——————— —————————
TOTAL 33 6905.25

INITIAL RELAXATION
———————————————————————————————————————————————————————————————————
relaxation After relaxation
height No of total trans. loss force moment
mm tendons % % kN kN kN.m
———————————————————————————————————————————————————————————————————
60.0 17 2.5 50.0 44.465625 3512.7844 210.76706
110.0 14 2.5 50.0 36.61875 2892.8812 318.21694
1040.0 2 2.5 50.0 5.23125 413.26875 429.7995
——————— ————————— —————————
TOTAL 33 6818.9344 958.7835

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 1
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

Moment about the centroid of the precast beam:

Mr = 958.7835-(6818.9344*0.55819)
= -2847.51 kN.m
Corresponding stresses:
top stress = 6818.9344/480.412+-2847.51/1.5685E8
= 14.193915+-18.15409
= -3.9602 N/mm²
bottom stress = 6818.9344/480.412+-2847.51/-1.579E8
= 14.193915+18.037421
= 32.2313 N/mm²

Self weight moment:

c.s.a. = 4.804E5 mm²
density = 23.6 kN/m³
self weight = 4.804E5*23.6
= 11.3377 kN/m
beam length = 26.0 m
distance = 13.0 m
Msw = 0.5*11.3377*13.0*(26.0-13.0)
= 958.039 kN.m
Corresponding stresses:
top stress = 958.039/1.5685E8
= 6.10791 N/mm²
bottom stress = 958.039/-1.579E8
= -6.0687 N/mm²

ELASTIC DEFORMATION LOSSES

stress at top of precast beam = 2.14773 N/mm²
stress at bottom of precast beam = 26.1627 N/mm²
depth of precast beam = 1120.0 mm
——————————————————————————————————————————————————————————————
height No of conc conc tendon tendon
tendons stress strain force moment
mm N/mm² kN kN.m
——————————————————————————————————————————————————————————————
60.0 17 24.87617 6.91E-4 352.4124 21.144744
110.0 14 23.80407 6.612E-4 277.71418 30.54856
1040.0 2 3.863083 1.073E-4 6.4384725 6.6960114
——————— ————————— —————————
TOTAL 33 636.56505 58.389315

Moment about the centroid of the precast beam:

Med = 58.389315-(636.56505*0.55819)
= -296.9379 kN.m

hence top stress = 2.14773-636.56505/480.412--296.9379/1.5685E8

= 2.14773-1.3250385--1.893106
= 2.7158 N/mm²
bottom stress = 26.1627-636.56505/480.412--296.9379/-1.579E8
= 26.1627-1.3250385-1.8809399
= 22.9567 N/mm²

After a further 2 iterations of the above process, the top and bottom
stresses are as follows:

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 2
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

top stress = 2.65004 N/mm²

bottom stress = 23.2964 N/mm²

REMAINING RELAXATION
———————————————————————————————————————————————————————————————————
relaxation initial relaxation loss
height No of total rem. force force moment
mm tendons % % kN kN kN.m
———————————————————————————————————————————————————————————————————
60.0 17 2.5 50.0 3557.25 44.465625 2.6679375
110.0 14 2.5 50.0 2929.5 36.61875 4.0280625
1040.0 2 2.5 50.0 418.5 5.23125 5.4405
——————— ————————— —————————
TOTAL 33 86.315625 12.1365

Moment about the centroid of the precast beam:

Mr = 12.1365-(86.315625*0.55819)
= -36.04443 kN.m
Corresponding stresses:
top stress = 86.315625/480.412+-36.04443/1.5685E8
= 0.1796698+-0.229798
= -0.0501 N/mm²
bottom stress = 86.315625/480.412+-36.04443/-1.579E8
= 0.1796698+0.2283217
= 0.40799 N/mm²

SHRINKAGE LOSS - before in situ cast

Total design shrinkage strain = -0.0003
Percentage occurring before in situ = 25.0 %
Shrinkage strain occurring now = -0.0003*0.25
= -0.000075
——————————————————————————————————————————————————————————————
shrinkage loss
height No of area force moment
mm tendons mm² kN kN.m
——————————————————————————————————————————————————————————————
60.0 17 150.0 38.25 2.295
110.0 14 150.0 31.5 3.465
1040.0 2 150.0 4.5 4.68
——————— ————————— —————————
TOTAL 33 74.25 10.44

Moment about the centroid of the precast beam:

Msh = 10.44-(74.25*0.55819)
= -31.00596 kN.m
Corresponding stresses:
top stress = 74.25/480.412+-31.006/1.56852E8
= 0.1545546+-0.197676
= -0.0431 N/mm²
bottom stress = 74.25/480.412+-31.006/-1.5787E8
= 0.1545546+0.1964058
= 0.35096 N/mm²

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 3
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

CREEP LOSS Clause 6.7.2.5. - before in situ cast

Cube strength at transfer fci = 60.0 N/mm²

Basic creep value = -0.000048 per N/mm²
One-third of cube strength fci /3 = 20.0 N/mm²
Maximum stress in beam at transfer = 23.2964 N/mm²
Max stress > fci /3 therefore the basic creep is modified:
(23.2964-20.0)
modified creep = -0.000048 * [ 1 + ———————————————————— *0.25 ]
((0.5*60.0)-20.0)
= -5.196E-5 per N/mm²

Percentage occurring before in situ = 25.0 %

Creep occurring now = -5.2E-5*0.25
= -1.299E-5 per N/mm²

stress at top of precast beam = 2.74329 N/mm²

stress at bottom of precast beam = 22.5374 N/mm²
depth of precast beam = 1120.0 mm
————————————————————————————————————————————————————————————————————
concrete creep loss
height No of area E stress force moment
mm tendons mm² kN/mm² N/mm² kN kN.m
————————————————————————————————————————————————————————————————————
60.0 17 150.0 200.0 21.477 142.2712 8.5362722
110.0 14 150.0 200.0 20.5934 112.34382 12.35782
1040.0 2 150.0 200.0 4.15715 3.2398141 3.3694067
——————— ————————— —————————
TOTAL 33 257.85483 24.263499

Moment about the centroid of the precast beam:

Mcr = 24.263499-(257.85483*0.55819)
= -119.6697 kN.m
Corresponding stresses:
top stress = 257.85483/480.4125+-119.6697/1.569E8
= 0.5367363+-0.762945
= -0.2262 N/mm²
bottom stress = 257.85483/480.412+-119.6697/-1.579E8
= 0.5367363+0.7580423
= 1.29478 N/mm²

Erection of beam Loading

Bending moment from erection loadcase at current span location:
MApplied = 1081.6 kN.m
Corresponding stresses:
top stress = 1081.6/1.5685E8
= 6.89566 N/mm²
bottom stress = 1081.6/-1.579E8
= -6.8513 N/mm²

Remove the dead load applied for transfer calculations

Msw = -958.04 kN.m
Corresponding stresses:
top stress = -958.04/1.5685E8

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 4
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

= -6.1079 N/mm²
bottom stress = -958.04/-1.579E8
= 6.06865 N/mm²

Construction stage 1A Loading

MApplied = 641.7775 kN.m
Corresponding stresses:
top stress = 641.7775/1.5685E8
= 4.09161 N/mm²
bottom stress = 641.7775/-1.579E8
= -4.0653 N/mm²

SHRINKAGE LOSS - after in situ cast

Total design shrinkage strain = -0.0003
Percentage occurring after in situ = 75.0 %
Shrinkage strain occurring now = -0.0003*0.75
= -0.000225
——————————————————————————————————————————————————————————————
shrinkage loss
height No of area force moment
mm tendons mm² kN kN.m
——————————————————————————————————————————————————————————————
60.0 17 150.0 114.75 6.885
110.0 14 150.0 94.5 10.395
1040.0 2 150.0 13.5 14.04
——————— ————————— —————————
TOTAL 33 222.75 31.32

Moment about the centroid of the composite beam:

Msh = 31.32-(222.75*0.79458)
= -145.673 kN.m
Corresponding stresses:
top stress = 222.75/747.357+-145.67/5.04479E8
= 0.2980503+-0.288759
= 0.00929 N/mm²
bottom stress = 222.75/747.357+-145.67/-2.0661E8
= 0.2980503+0.7050694
= 1.00312 N/mm²

CREEP LOSS Clause 6.7.2.5. - after in situ cast

creep = -5.196E-5 per N/mm²
Percentage occurring after in situ = 75.0 %
Creep occurring now = -5.2E-5*0.75
= -3.897E-5 per N/mm²

stress at top of precast beam = 7.83957 N/mm²

stress at bottom of precast beam = 15.3915 N/mm²
depth of precast beam = 1120.0 mm
————————————————————————————————————————————————————————————————————
concrete creep loss
height No of area E stress force moment
mm tendons mm² kN/mm² N/mm² kN kN.m
————————————————————————————————————————————————————————————————————
60.0 17 150.0 200.0 14.9869 297.83619 17.870171

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 5
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

110.0 14 150.0 200.0 14.6498 239.7592 26.373512

1040.0 2 150.0 200.0 8.37899 19.590119 20.373724
——————— ————————— —————————
TOTAL 33 557.18551 64.617407

Moment about the centroid of the composite beam:

Mcr = 64.617407-(557.18551*0.79458)
= -378.1119 kN.m
Corresponding stresses:
top stress = 557.18551/747.3569+-378.1119/5.045E8
= 0.7455413+-0.749509
= -0.004 N/mm²
bottom stress = 557.18551/747.357+-378.1119/-2.066E8
= 0.7455413+1.8300928
= 2.57563 N/mm²

——————————————————————————————————————————
PERMISSIBLE STRESSES IN PRECAST BEAM
——————————————————————————————————————————
Compression
Clause 6.3.2.2 Table 22
0.4*fcu = 0.4 * 60.0
= 24.0 N/mm²
Tension
Clause 6.3.2.4 (a)(1)
Permissible tension stress = 0.0 N/mm²

———————————————————————————————————————————————
PERMISSIBLE STRESSES FOR IN SITU CONCRETE
———————————————————————————————————————————————
Compression
Clause 4.1.1.3 Table 2
char. strength of in situ concrete = 40.0 N/mm²
stress limitation factor = 0.5
permissible compression stress = 0.5*fcu
= 0.5 * 40.0
= 20.0 N/mm²
Tension
Clause 7.4.3.3 Table 32
Char. strength of in situ concrete = 40.0 N/mm²
permissible tension stress = -4.4 N/mm²

This may be increased by the difference between the actual and permissible
tension stress in the precast beam up to a maximum of 50% of the Table 32
value:

permissible tension stress in precast beam = 0.0 N/mm²

actual stress in precast beam = 12.8159 N/mm²

hence permissible tension stress in the in situ concrete

at the contact surface = -6.6 N/mm²
permissible tension stress not at the contact surface is to be limited by
cracking considerations in accordance with clause 5.8.8.2.

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 6
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

——————————————————————————————————————————————————————————————————————
SLS STRESS SUMMARY TABLE
——————————————————————————————————————————————————————————————————————
———————————————————————————————————————————————————————
Concrete Stresses (N/mm²)
force moment In situ Precast
kN kN.m top bottom top bottom
———————————————————————————————————————————————————————

Prestress[1] 6818.93
-2847.5 -3.9602 32.2313
Self Weight 958.039 6.10791 -6.0687
——————————————————————————————————————————————————————
Prestress + Self Weight 2.14773 26.1627

Elastic Def -570.46 265.039 0.50230 -2.8663

——————————————————————————————————————————————————————
TRANSFER 6248.48 -1624.4 2.65004 23.2964

Rem. Relax. -86.316 36.0444 0.05013 -0.4079

Shrinkage B -74.25 31.006 0.04312 -0.3509
Creep B -257.85 119.67 0.22620 -1.2948
Erection 123.561 0.78775 -0.7826
In situ 1A 641.777 4.09161 -4.0653
Shrinkage A -222.75 145.673 0.14482 -0.008 -0.0093 -1.0031
Creep A -557.19 378.112 0.40008 0.00342 0.00397 -2.5756
SDL 0.0 0.0 0.0 0.0 0.0
SDL: conc etc 0.0 0.0 0.0 0.0 0.0
————————————————————————————————————————————————————
TOTAL DEAD 0.54490 -0.0046 7.84354 12.8159

——————————————————————————————————————————————————————————————————————
SLS FLEXURE
BS 5400:4:1990 Appendix A.2 calculated for uncracked sections
——————————————————————————————————————————————————————————————————————
The deflections are calculated from integration of the curvatures along the
beam, using the parameters detailed below:

Elastic Modulus at Transfer, ET = 36.0 kN/mm²

Intermediate Term Elastic Modulus, EI = 28.8 kN/mm²
creep factor, φ =(ES /EL )-1 = 1.0
Creep before in situ cast, pbic = 25.0 %
EI = ES /(1+(φ.pbic))
Long Term Elastic Modulus, EL = 18.0 kN/mm²
Short Term Elastic Modulus, ES = 36.0 kN/mm²

Precast section height = 1120.0 mm

—————————————————————————————————————————————
Precast Curvature Deflection
Stress E Strain (x10-6 ) (mm)
(N/mm²) (x10-6 ) (rad/m) Here Max.

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 7
Job: Bridge Sungai Muda Job No.: 148
Beam: TMbeam- 26m Calc. By: Aqila
Checked:
Data File: \\zar-storage\Eng\2. PROJECTS\31. Paya Keladi\TMBeam26mRev.sam 6/5/2025 2:25:09 PM

Design code: BS 5400-4:1990

Analysis: Construction stage stresses
Serviceability Limit State Load Combination 1
Prestress Classification: Class 1 - clause 4.1.1.1.
Section Ref 1 at 13m from left end of beam

—————————————————————————————————————————————

At Transfer T 2.65004 ET 73.6121 -512.06 38.2315 38.2315

B 23.2964 647.121

At Erection T 3.75725 EI 130.46 -517.82 39.4972 39.4972

B 20.4599 710.415

From in situ 1A T 4.09161 ES 113.656 202.304 -14.145 -14.145

B -4.0653 -112.93

________
[1] includes initial relaxation

End

SAM v6.60e
Copyright © 2025 Bestech Systems Ltd 6/5/2025 15:30 8