MainBridge - Design Report
MainBridge - Design Report
MainBridge - Design Report
TABLE OF CONTENTS
1.1 INTRODUCTION............................................................................................................................1
1.2 DESCRIPTION OF THE BRIDGE..................................................................................................1
Design Report
LEBUHRAYA PERSISIRAN PANTAI BARAT KERJA-KERJA MENAIKTARAF
JALAN PERSEKUTUAN FT005 (TELUK INTAN KG. LEKIR) PERAK
DARUL RIDZUAN
JAMBATAN SULTAN YUSOF
1.0GENERAL INFORMATION
1.1INTRODUCTION
Perunding ZAR Sdn Bhd (ZAR) has been appointed by MASB to carry out
the design work for all bridges structures for the project Kerja-Kerja
Menaiktaraf Jalan Persekutuan FT005 (Teluk-Intan Kg Lekir) and will
undertake the responsibility to provide the highest quality engineering
consultancy services in the implementation for the successful completion of
the work.
The project will provide a new bridge in addition to an existing bridge over
Sungai Perak with a new bridge two lanes dual carriageway included 1.5m
walkway and 3.0m shoulder on the deck of superstructure. The total length of
the main bridge is 350m.
The main span of Sultan Yusof Bridge is 350.0m long with span configuration
of 95m 160m 95m. The bridge is constructed by mean of cast in situ
variable depth balance cantilever method. The geometric and structural
configuration of this bridge module is shown in the following sketches:-
Design Report 1
Figure 1 - Elevation Figure 2 - Plan
Design Report 2
Figure 3 Typical Section
Design Report 3
The geometric and structural configuration of this bridge is as follows:-
Information on bearing
Type of bearing = Pot Bearing
Design Report 4
2.0DESIGN CRITERIA FOR BRIDGEWORK
2.2.1 Concrete
2.2.2 Reinforcement
Design Report 5
High Yield Steel type 2 Deformed to BS 4449 or 4461 fy = 460 N/mm2
Mild Steel to BS 4449 or 4461 fy = 250 N/mm2
2.2.3 Pre-Stressing
Strand Properties
Size : 15.2 mm Low Relaxation Super strand
Specification : ASTM 416/85
Type : Relaxation Class 2 (2.5% at 1000hrs/70%
UTS)
Ultimate Tensile Strength : 1860 N/mm2
Minimum breaking load : 260 kN
Modulus of Elasticity : 195 kN/mm2
Coefficient of friction : 0.2/radians
Wobble factor : 0.0025/m
Cable Properties
No of strands : 19 to 31 strands per cable
Internal duct diameter : 95 mm to 127mm
Max jacking force, Po : 75% UTS
The section of the report deals with the computation of the dead load and
superimposed dead load for the bridge.
= 2.20 kN/m2
Design Report 6
ii) Parapet
Parapet Cross Sectional Area = 0.30 m2
Total Loading = 0.30 x 24.5 +1 (railing)
= 8.35 kN/m
say = 9.0 kN/m
c) Differential Settlement:-
The effect of differential settlements and/or movements of the support
due to soil subsidence shall be classified as a permanent action and
appropriately estimated values of predicted settlements should be
used. The following allowance for differential settlements shall
be taken into account for foundation movements.
Differential settlement = 10 mm
The live load such as HA UDL/KEL and HB30/ HB45 will be generated and
applied to the numerical model using the special module in the software
known as Staad BEAVA based on the defined notional lanes and load patterns.
Design Report 7
Loaded Length 160
Lane 1 reduction factor,1 1.0
Lane 2 reduction factor,2 1.0
Lane 3 reduction factor,2 0.6
All the above loading will be combined and analyses accordingly to the
requirement stated in BD 37/01 to obtain the maximum and minimum forces
on the structural elements under consideration.
Load factors and load combinations shall be in accordance with BS 5400 Part 2
as implemented by BD 37/01. All road surfacing shall be treated as
Superimposed dead loads other loads.
Design Report 8
3.0STRUCTURAL ANALYSIS
3.1METHOD OF ANALYSIS
STaadPro will be used for the analysis of bridge deck. Traffic load analysis will
make use of Staad BEAVA.
The user defines the width of the carriageway as straight or curved parallel
lines, BEAVA then automatically calculates the following in accordance with
the selected code:
Design Report 9
The numerical model for the complete structure adopted in structural analysis
is described in this section and graphically illustrated in the following figures.
Design Report 10
Figur
e5
Num
eric
al
mod
el of
deck
sho
wing
vari
able
dept
h
SBG
Design Report 11
For segmental box design for reinforcement, the segment is modeled
transversely to represent box girder segment. One meter length of the box
girder is modeled using beam element.
The model is subjected to load effect from dead load include weight of
concrete, parapet and 100mm thick of wearing course.
For maximum load effect from traffic load, the box segment is subjected to HB
45 loading as moving load of 4 point load in series with each one is 112.5kN.
The input file for the STAAD PRO is attached in Appendix 4 of this report. The
result of the analysis and the design of segmental box girder is also presented
in the Appendix 4.
Design Report 12
Figure 7 Moving due to HB45
Design Report 13
4.0STRUCTURAL DESIGN
The pre stressing design shall be designed in accordance with BS 5400 Part 4 :
Section 6. For the calculations of allowable stresses at Serviceability Limit
State, reference is made to section 9.
All pre stressing design are required to comply with the Ultimate Limit State
requirement for the above loadings under the load combination 1 to 5.
Design Report 14
4.1.4 Reinforced Concrete Design
All reinforced concrete elements shall be design accordance with BS 5400 Part
4: Section 5. At Ultimate Limit State. All R.C. elements shall be designed to
resist the maximum/minimum forces from HA/HB45 loading under load
combination 1 to 5.
Appendix 5 of this report presents the capacity check of pier. Load carrying
capacity of pier was calculated by using software Structural Bridge Design
from AUTODESK. Load carried by the pier shall not exceed structural capacity
of pier calculated in Appendix 5.
Design Report 15
Design Report 16
5.0PILE GROUP ANALYSIS
The pile chosen for the design is 700mm spun pile with a working load of
1200kN.
The total vertical load, horizontal load due to the effects of earth pressure,
surcharge loads and the effects of temperature or traction is determined. Total
pier load at end span is less than allowable working load of pile.
Pile group analysis is done to check maximum load effect in individual pile due
to various load combination.
The pile design load is checked not to exceed allowable geotechnical capacity
of pile
Design Report 17