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DUBAI RAPID LINK CONSORTIUM
WS Atkins & Partners Overseas
Dubai Metro Project
Viaduct Superstructure – Calculations
Storage & Stacking of Standard Twin Track Segments
Submission of Calculations
July 2006
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Dubai Metro Project – Viaduct Superstructure CalculationStorage & Stacking of Standard Twin Track Segments
WS ATKINS & PARTNERS OVERSEAS
Date: 03 July 2006Document No.: DM001-E-ACW-CVI-DR-DCC-318020
Rev: A1
Client:
JT Metro JV
Contract No. (if any):
Project Title:
Dubai Metro, UAEProject No.:
JRD4561
Document No.:
DM001-E-ACW-CVI-DR-DCC-318020 Controlled Copy No.:
Document Title:
Viaducts Superstructure – Calculations
Storage & Stacking of Standard Twin Track Segments
Covering Letter / Transmittal Ref. No.: Date of Issue:
03 July 2006
Revision, Review and Approval/Authorization Records
01 Issue to JVNigel Hewson03 July 2006
J. SundaramJuly 2006
Bruce ManeyJuly 2006
Revision DescriptionPrepared by /
dateReviewed by /
dateApp. or Auth.
by / date
Distribution (if insufficient space, please use separate paper)
Controlled Copy No. Issued to
1 JT Metro JV
2 Atkins (Office Copy)
Note: App. and Auth. mean “Approved” and “Authorized” respectively.
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Page 1
CONTENTS
1. INTRODUCTION ............................................................................................................ 2
2. DESIGN CHECK............................................................................................................. 2
3. RESULTS........................................................................................................................ 3
4. CONCLUSIONS.............................................................................................................. 4
APPENDICES
A. Layer storage of the segments
B. Segment stacking calcs carried out by Atkins (Dubai)
C. FE Models used in analysis and output of results
D. 20m span FE model deflections – for comparison
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1. INTRODUCTION
The attached report provides the flexural stresses and permanent deformations in
the segments, for single-level stacking and for double stacking.
This report has to be read together with “Segment Stacking.pdf” previous
submitted and included in appendix B.
2. DESIGN CHECK
A FE analysis of the segments has been carried out in order to check the flexural
stresses and the permanent deformations.
Two different models have been analysed; the first model took into account a
typical mid-span segment of the simple span, the second one a typical pier
segment of the simple span. These models are shown in appendix B.
The disposition of the supports was in accordance with the sketches in the
“Segment Stacking.pdf” report, included in appendix A.
For each model two load-cases have been analysed:
Self-weight only (single level stacking)
Self-weight + concentrated loads due to the double stacking.
Appendix C shows the typical location of the supports and concentrated load
applied into the models.
The analysis has been carried out considering:
Concrete grade 30MPa
Concrete Unit weight 24.5kN/m3
Reinforcement yield strength 460MPa
Nominal cover to reinforcement 40mm
36m straight span cross sections
Thick shell surface mesh
Once obtained the stress and force distributions from Lusas then the values have
been compared with the BS5400 Part 4 stress limitation:
SLS
Reinforced concrete 0.5 fcu = 0.5 x 30MPa = 15MPa (compression)
0.56 fcu = 3.07Mpa (Tension)
Reinforcement 0.75 fy = 345MPa
Also, a bending moment capacity and crack check for the slab has been done
using SamLeap5 in order to check the maximum bending moments in the slab
obtained from the FE analysis.
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The permanent deformations have been compared to those obtained for the 20, 28,
32 and 36m straight span analysis, and found to be similar. The plot of deflections
for the 20m span is given in appendix D.
3. RESULTS
See results in appendix C.
i) Deflections – single segment storage
Maximum deflections – 6.9mm in middle of slab for mid-span segment,
– 1.2mm in middle of slab for pier segment.
This is a short term deflection based on short term “E” value.
The segments could be stored for a 2 or 3 months and during this time it is
unlikely that more than 20% of the creep will occur, giving creep movements
approximately 1.5mm. All the stored field segments should creep a similar
amount and when erected this should not be a problem.
The pier segment deflection at the middle of the slab is approximately 5mm less
than the adjacent field segments. This is not a problem in the storage of the
segments but the joint may need to be aligned during the erection to match the
shear keys.
ii) Deflections – double stacking of segments
As the supports of the upper segment are always directly above the supports of the
lower segment then no additional deformations should be imposed on the lower
segment.
The analysis shows a slightly different deflection between the single stored
segment and the double stacked segments, and this is caused by the
approximations and simplifications for the supports and applied load.
iii) Stresses
The stresses set up in the segments due to storing a single segment or double
stacking are shown in the plots in appendix C.
These stresses are catered for in the bending and shear check and design.
iv) ULS shear check
Refer to previous calcs in appendix B.
v) Bending check
Transversely, the bending moments are similar to the dead load moments set up in
the permanent structure and the reinforcement provided will be adequate.
Along the edge-beams, the longitudinal tensile stresses generating from bending
will need to be catered for by the reinforcement present.
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Considering the tensile stresses, maximum total tension force at the top of the
edge beam (hogging over the single support) the total tension force = 17.1 kN
(stress x area from stress plots) SLS
To limit crack widths, the stress in the reinforcement at SLS will be limited to 200
N/mm2.
Therefore required area of reinforcement = (17.1 x 103)/200 = 85.3mm
2
Considering tension in bottom of the edge beam (sagging between double
supports) the total tension force = 6.2 kN
Therefore required area of reinforcement = (6.2 x 103)/200 = 31mm
2
And considering only 2T12 (Area= 226.2mm2) as the minimum longitudinal bars
provided along the webs, the check is satisfactory.
4. CONCLUSIONS
The checks carried out suggest that the stacking arrangements as shown under
RFI No.: CIVIL/CS-RFI-112-06 is found to be acceptable based on a minimum
strength of 30MPa.
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APPENDIX A
Layer storage of the segments
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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DE ECCHERRIZZANI
DUBAI METRO PROJECT
SUPERSTRUCTURE WORKS
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APPENDIX B
Segment stacking calcs carried out by Atkins (Dubai)
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APPENDIX C
FE Models used in analysis and output of results
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APPENDIX D
20m span FE model deflections (for comparison)
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