CIV 6271 Design Project Group1
CONTENT1. Executive Summary.............................................................................................................2
2. Conceptual Design...............................................................................................................5
2.1 Scheme Steel structure.............................................................................................5
2.2 Scheme 2 Flat Slab Concrete Structure.....................................................................7
3. Structural Design...............................................................................................................10
3.1 Slimdek Level 5......................................................................................................10
3.2 Level 1 Primary Beam..............................................................................................12
3.3 Column....................................................................................................................13
3.4 Truss........................................................................................................................16
4. Detailing............................................................................................................................21
4.1 The connection for ASB to ASB................................................................................21
4.2 Beam to column connection....................................................................................22
4.3 Roof to column connection.....................................................................................24
4.4 Column to foundation connection...........................................................................25
5. Foundation........................................................................................................................27
6. Method statement............................................................................................................28
6.1 Slimdek....................................................................................................................29
6.2 Method for the safety during the construction.......................................................30
7. Letter to Client..................................................................................................................31
Reference..............................................................................................................................32
Appendix...............................................................................................................................33
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CIV 6271 Design Project Group1
1. Executive Summary
This project involves a 5-story laboratory building with a full-height atrium. The
building is located at the centre of a city, beside an existing highway and over an
existing 5.0m wide and 2.0m canal. The construction site is bounded in a size of
30x29m. It consists of two blocks with equal sizes on each side of the canal, shown
in Fig.1.1. Block adjacent to highway will be used as an office building with seminar
rooms on the ground floor (level 1). The other block is mainly for laboratories. Level
5 of both blocks is to be used for plant. The overall height of the building is 21m
excluding the height of atrium, where level 1 is 5m high and the rest are 4m.
The client’s requirements are addressed, as followed:
In the office building, internal columns are not permitted in level 1 seminar rooms.
External columns are not permitted within 2m of the edge of the existing highway
between level 1 and 2. Internal columns on the rest levels must be at least 5m from
the external building line;
Minimum clear headroom of 2.8m must be ensured. Besides, a 0.7m deep service
zone is to be provide beneath the 2, 3,4 and 5 floors;
There must be a 2m wide circulation balcony at levels 2, 3 and 4, and also two
combined stair well/lift/elevator shaft cores are to be provided;
Except the atrium roof, all other roof area is flat and need no t be glazed. All external
walls are to be clad in masonry.
1m thick impermeable clay lining along the canal must not be damaged during
construction. And traffic on the highway must not be interrupted.
The building is to be built on a layer of soft clay with flat surface, beneath which is a
rock layer with allowable bearing pressure of2500kN /m2. Ground investigation
shows no ground water in the soil.
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Figure 1.1 General layout of the building
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CIV 6271 Design Project Group1
2. Conceptual Design
At this stage, two schemes were proposed and then evaluated by a few criteria, such
like, feasibility of structure, cost, sustainability, etc. The first construction scheme is
a steel framed building which adopts Slimdek floor system, while the second scheme
is a pure concrete framed building with flat slab floor. Size of structural members is
preliminarily determined by rough calculations.
2.1 Scheme Steel structure
Considerations for choosing proper layout according to client’s requirements can be
concluded as: (1) a different load transfer between level 1 and 2, i.e., the row of
column adjacent to the highway on level 2 is supported by beam; (2) a limited height
for floor system; (3) large loading on the top floor causing big deflection; (4)
vibration of the floor should be limited; (5) lack of space for foundation along the
canal and beside the highway.
Figure2.1 Scheme 1 Column Layout
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Column layout for the first scheme is shown in Fig 2.1. For the purpose of efficient
construction, a regular shape of grid lines was chosen. The bay size was kept to
5x6m, and columns were set on the corners of the bay, except for the columns
supporting circulation balcony. Primary beam spans 5m and Secondary beam spans
6m at 2.5m spacing. In this configuration, load is transferred in a sequence of slab,
secondary beam, primary beam, column and foundation. A special situation is on
level 1, where columns near the highway were shifted 2m back to meet the client
requirement. In this case, load of the edge columns on level 2 is transferred to
primary beam, then columns on level 1 and foundation in the end.
All columns and beams were braced by the lift cores in the middle to resist lateral
shear and torsion under wind loading. Cores are 6m in length and 4m in width, built
in reinforced concrete.
Scheme 1 is also featured with the use of Slimdek. Slimdek is a flooring system
formed with ComFlor 225 deep decking spanning between Asymmetric Slimflor
Beams (ASBs), shown in Fig. 2.2. Practical evidences show that, it is cost-effective,
and easy and fast to build. But the main reason to choose this flooring system is that
it can greatly reduce the overall depth of slab, so it is favourable to the client’s
requirement.
Figure2.2 Slimdek
With the proposed solution, preliminary sizing of some structural elements were
determined, which are listed below.
Slab and secondary beams: Slimdek (C30 lightweight concrete, ComFlor 225
steel decking, 280ASB100)
Primary beam: UB457x191x67
Primary beam on level 1: UB 914X305X253
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Column on level 1: UC356X406X340
Pile foundation with eccentric column is to use to avoid disturbance to the canal and
the highway. Because the soil is very soft (soft clay), piles must be driven to the rock
layer to gain enough bearing resistance to the building.
2.2 Scheme 2 Flat Slab Concrete Structure
2.2.1 Structural type and layout
Flat slab are ideally suited to fast and economic multi-storey construction. The
absence of beams allows storey heights and flexibility of both partition location and
horizontal service distribution. It is easy to seal partitions for airtightness, acoustic
isolation and fire containment. It is also suitable for structures like hospitals and
laboratories accommodate sensitive equipment. Punching shear and deflections are
generally critical but edge beams to support cladding are unnecessary. Slabs are
assumed to be supported only by columns. The seminar room part (left ground floor)
of the building is designed as normal concrete frame structure and Flat slab structure
is adopted in other parts of the building. As there are no beams carrying any loads,
Lateral stability will be provided by the edge beams which are designed into the edge
of the slabs and can transfer loads to lift shaft wall.
2.2.2 Preliminary sizing of the main elements
2.2.2.1 Size of the beams (only seminar rooms)
height of the beam h=(1/8~1/12)span, width b=(1/2~1/3)h. Maximum span: 8 meter
Primary concrete beams: 1200mm×400mm
Secondary concrete beams: 600mm×300mm
2.2.2.2 Size of the columns
All the loads on the left side of the structure is designed to be transferred to the
primary beam and then the column. This column could be very critical.
Columns: 600mm×600mm
2.2.2.3 Thickness of concrete slabs
As flat slab is adopted, the thickness of slab can be reduced to less than 260mm
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compared with normal slab with a large thickness.
Level 1-4: 220mm
Level 5: 260mm
Roof: 210mm
Figure2.3 Layout of ground floor
2.2.3 Load transfer paths
For the left part of the building, load on slabs will be
transferred to columns, then to the critical beam and two
columns of ground floor and finally to the foundation. (As
shown in the right figure)
For the right part of the building, load on the slab is designed
to be directly transferred to the columns and then to the
foundation.
Figure2.5 Load transfer path
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2.2.4 Method of construction
Grade C40 in-situ concrete is used in this scheme and the canal would be used for
material transportation.
2.2.5 Feasibility statement
As there is an existing canal beneath the structure, more attention should be paid
during the construction of the foundation. More money and labour would be
consumed by this concrete flat slab structure as it needs extra area for foundation.
2.3 Scheme Evaluation
Table1 Scheme evaluation
Scheme 1 (Steel framed) Scheme 2 (Concrete flat
slab)
Advantages • More environmentally
friendly.
• Easy fabrication, less
labour cost
• Light weight concrete
provides good sound
insulation between floors
• Recyclable and reusable
• No beam in level 2~5
• Easy fabrication,
comparing to
traditional concrete
framed structure
• Good ability to
withstand corrosion
• Good fire resistance.
Disadvantages • Low heat resistance
• Rusting easily
• High material cost
• Need extra area in
foundation
• CO2 emission
• Need a large supply
of manpower
• Not easy to examine
and repair in service
phase
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The building is located in the city centre. Therefore, in addition to the factors like
cost and sustainability, it is essential to shorten the construction duration to reduce
the impact to communities nearby. In accordance with the finding, scheme 1 was
chosen as the final scheme.
3. Structural Design
Slimdek was designed with the aid of a computer programme, which is available
from Corus Ltd. Structural elements other than slab were model in SAP2000 to find
the optimized solutions. All the joints were modelled according to the real. Critical
elements were checked by hand calculations, which will be presented in the
following sections.
Design loadings
Atrium roof: 1.0kN/m2
Flat roofs: 1.5 kN/m2
Plant areas: 7.5 kN/m2
All other floors and balconies: 5.0 kN/m2
3.1 Slimdek Level 5
Design of internal beam using 300ASB 153 sections
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300ASB153
5000
300ASB 153
300ASB 153
CIV 6271 Design Project Group1
300ASB153 were used in this slab and the steel grade is S355. For the concrete light
weight concrete
Concrete density: 1900Kg/m3
Deep decking: SD225
Load type: Uniformly distributed load
Slab weight total: 2.72 KN/m2; Beam weight: 152.8 X 6 X 9.81/103=9.0 KN
Applied Moment: Slab (including the deck): 2.98 KN/m2; Steel beam: 0.3 KN/m2
Total: dead load: 3.19 X1.35=4.306 KN
Imposed load: 7.5X1.5=11.25KN
Total load: W=15.42X6X5=466.86KN
Mx=466.86X6/8= 350.15KN
Moment resistant: Mc (assume the plastic neutral axis lies in the steel web and below
the solid concrete slab)
The moment resistance of the concrete slab:
Rc =0.45f cu¿
¿BeDs ; Ds=316-225=91mm ; Be=6000/8=750mm;f cu¿
¿=30N/mm2
The longitudinal force due to the shear bond action between the steel section and
concrete Fsb is given by Fsb= f sbLP/4, where band perimeter. P=2(b t+t t+d)-tw
P=2 X(190+24+262)-27=921mm
f sb = 0.6x6000x921/400=828.9KN
Since f sb< Rc, Hence: partial share connection
To determine the position of the plastic neutral axis: Rt=Bt*Tt*Py=1573.2K
R=Bb*Tb*PY==2484KN
Rs=As* Py==6742KN
Rw=2704.8KN
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Take Rc= Fsb=828.9KN;
Rt+Rc =1573.8+828.9KN
Rt+Rc=2402.7KN;
Rb+Rw*(d-2(Ds-Dc-7t)/d) =2484+2704x (262-2x (61-30-24))/262=5044KN
3.1.2 Bending resistance check
Max applied moment = 350.15kNm /m
Moment resistance, Mc = 872.8 kNm /m
So moment resistance is satisfactory
3.1.3 Deflection check
Allowable deflection ðmax , is the smaller of 1) Effective span/200 and 2) 20.0 mm
(absolute maximum value), and 3) Slab depth/10 = (31.6mm )
The deflection subjected to the imposed load: 7.68mm < L/360
Hence safisfactory
As the deflection is less than span/200, the beam is considered to be satisfactory for
total deflection.
3.2 Level 1 Primary Beam
MEd = 2635.8 KNm
Section selection:
Assuming section belongs to class 1.
M b , Rd=X¿×W pl, y ×f y
r M 1
Using Mb, Rd=REd and XLT=0.79,
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W pl , y=M Ed ×r M 1
X¿× f y
=2635.8 ×106×1355
=7424.8cm3
Try UB 383x292x194, the cross-section belongs to Class 1.
Check the resistance of cross-section:
Bending:
M c , y , Rd=W pl , y ×f y
rM 1
=7650× 106 ×3551
=2712 KNm>M Ed=2653 KNmOK !
The lateral restrain will be provided by adjacent slabs, no torsion buckling needs to
be considered.
Shear:
VEd = 2461.6KN
Shear resistance isV pl , Rd=AV
f y /√3r M 0
, where AV =A−2b t f +(tw+2r ¿ t f =11710mm2
Therefore, Vpl,Rd= 2533.8KN¿ 2461.6KN OK!
hw
tw
=797.374.7
=54.2<72×εη=58.6
Therefore, no shear buckling check required.
3.3 Column
Ground Floor Column
The column is assumed to be pinned by both ends.
, , , is very small, so neglected.
Try UC 356x368x202, S355.
Section properties:
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, , , , ,
, , , , ,
, , ,
For flanges
,
For web
,
, , ClassΙ.
Shear buckling check , OK.
Axial force
Major axis
Minor axis
Reduce bending moment resistance
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No moment in minor axis, hence check is not needed.
Shear force
, shear neglect.
Buckling resistance in compression
, and grade S355.
y-y axis buckling curve b
z-z axis buckling curve b
Buckling curve: major (y-y) axis
Buckling curve: miner (z-z) axis
OK.
Buckling resistance in bending
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Imperfection factor, α ¿=0.21
∅ ¿=0.5 [1+α¿ ( λ¿−0.2 )+λ¿2 ]=0.5 × [1+0.21× (0.339−0.2 )+0.3392 ]=0.572
X ¿=1/¿¿
Mb , Rd=¿ X ¿W y f y/ γ M 1=0.97× 3972×103 × 355
1=1368 KN . m>M y,Ed ¿
Therefore, buckling resistance in buckling is ok!
Buckling resistance combining bending and axial force
Cmy=¿ 0.6+ 0.4× (−0.5 )=0.4¿
CmLT=¿ 0.6+0.4 × (−0.5 )=0.4 ¿
k yy=Cmy (1+( λ y−0.2 )N Ed
x y NRk / γ M1)=0.424
k zy¿Cmy(1−0.1 λz
(CmLT−0.25)NEd
x z N Rk /γ M 1)=0.837
NEd
x y N Rk /γ M 1
+k yy
M y , Ed
X¿ M y , Rk /γ M 1
=0.383<1
NEd
x y N Rk /γ M 1
+k zy
M y , Ed
X¿ M y , Rk /γ M 1
=0.5<1
Therefore, buckling resistance in bending and axial compression satisfied.
3.4 Truss
Roof truss (Fink truss)
The truss to be designed is to support a roof which is only accessible for routine maintenance. The truss is 9m span with 24° pitch. The dimensions of the truss are shown in the figure below. The truss uses hollow sections for its tension chords,
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rafters and internal members. The truss is fully welded. Truss analysis is carried out by placing concentrated loads at the joints of the truss. All of the joints are assumed to be pinned in the analysis and therefore only axial forces are carried by members.
Figure3.2 Front elevation of fink roof
Characteristic actions
Permanent actions
Self-weight of roof construction 0.75kN/m2
Self-weight of services 0.15kN/m2
Total permanent actions 0.90kN/m2
Variable actions
Imposed roof actions 1.0kN/m2
Total imposed actions 1.0kN/m2
Ultimate Limit State (ULS)
Partial factor for permanent actions
Partial factor for variable actions
Reduction factor
Design value of combined actions
Design value of combined actions on purlins supported by truss
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For distance of 2.25m between purlins center to center
Design value
Design value of combined actions on truss
For a purlin span of 6m
Truss analysis (due to forces Fd)
Reaction force at support A
Table2 Load of each element
FAB 138kN CompressionFAC 126kN TensionFBC 34kN CompressionFBD 123kN CompressionFCD 42kN TensionFCE 84kN Tension
Partial factor for resistance
, ,
Design of Top Chords (members AB, BD, DF, FG)
Maximum design force (member AB and FG) =138kN (Compression)
Try square hollow section in S355 steel
Material properties:
Modulus of elasticity E=210000N/mm2
Steel grade S355 and thickness≤40mm
Yield strength fy = 355N/mm2
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Section properties:
Depth and width of section h, b=80mm
Thickness t= 5mm
Radius of gyration iz= 30.5mm
Area A= 1470mm2
Classification of the cross-section
Class 3 limit=
13<34, so the section is at least class 3.
Compression resistance of the cross-section:
OK
Therefore, the compression design resistance is adequate.
Flexural buckling resistance:
Determine the non-dimensional slenderness for flexural buckling:
Determine the reduction factor due to buckling
OK
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Therefore, the design flexural buckling resistance of the selected SHS is satisfactory.
Design of bottom chords (members AC, CE, EG)
Maximum design force (members AC and EG) =126kN (in tension)
The bottom chords will also be a SHS, S355. By inspection, the design tension resistance is equal to design plastic resistance of the cross-section.
OK
Design of internal members (members BC, CD, DE, EF)
Maximum design compression force (BC and EF) =34kN
Maximum design tension force (CD and DE) =42kN
Maximum length in compression is BC and EF =1096mm
Try a SHS, in S355 steel.
Following the same design process as above, the following resistance can be calculated:
Flexural buckling resistance (Lcr=1096mm), Nb,Rd=155kN
Tension resistance Npl,Rd=239kN
Thus all internal members will be selected as SHS, in S355 steel.
Serviceability Limit State (SLS)
Partial factor for permanent actions
Partial factor for variable actions
Design value of combined actions
Design value of combined actions on truss
Deflection:
The maximum allowable deflection is assumed to be span/300
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The maximum deflection of the truss is obtained for the SLS value of combined actions (i.e. Fd=37.4kN). The deflection at the apex was found to 13.8mm when all of the joints are assumed to be pinned. Deflection is therefore satisfactory.
4. Detailing
4.1 The connection for ASB to ASB
The connection for the ASB to ASB is determined depending on the British standard
and the end plate connection was recommended to be used.
The end plate may be taken as a standard width of 200mm for all ASB sections,
which allows connections to 203 UKC and larger columns. The vertical distance
between the bolts is 75mm for 3-bolt rows and it also recommended that for the span
<6m, the end plate thickness for moment resistant connections should be 12mm. The
table below also advertised to use M20 Grade 8.8 Bolt for the connection.
There are also some detailing rules for end plate connection to ASBS. The data is
shown as follow.
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Figure4.1 Recommended bolt sizes and plate thickness for ASB connection
CIV 6271 Design Project Group1
From the data provide from the slimdek manual, all the data for the ASBS
connection can be obtained as below.
Bolt: Grade 8.8 M20
Plate thickness: 12mm
The spacing of the bolts: 75mm
Dimension for B in the figure above
The moment resistant is 192KN.M
The web panel share force is 781KN.M
4.2 Beam to column connection
Med=211KN.m, Ved=106.5KN.m
Connection structural elements
Cantilever under balcony: UKB 457x191x82
Column: UKC 356x368x129
Design grade 43 M20 8.8 Bolts 200x20 END PLATE
A mini haunch 150mm deep will develop a moment of 351KN
Table3 Moment calculation
Row No Beam
side
Column
side
Minimum Lever
arm
Moment
capacity
Cumulative
moment
capacity
1 274 266 266 0.542 144.172
2 228 266 228 0.452 103.056 247.228
3 182 230 182 0.362 65.884 313.112
4 136 211 136 0.272 36.992 350.104
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Figure4.2 Detailing rules for end plate connections to ASBs
CIV 6271 Design Project Group1
Total 812 350.104
The moment capacity for 2 rows will suffice check compression.
Compressive force or column is 812KN for 4 rows bolts efficient is 812KN for 2
rows of bolts. Compressive force on column is 494KN, adequate, hence using 2 rows
bolts. Vertical shear check; Applied shear is 106.5KN.m
Bottom row dedicated to share provides 2x91.9=183.8KN
Each tension row connection resistance=331KN > 106.5KN.m Hence ok!
Web panel share check
The unstiffened web panel shear resistance is 605KN
The applied web panel shear by two rows of bolts is 494KN. Hence ok!
Wels to end check
The unstiffened web panel shear resistance is 605KN
The applied web panel shear by two rows bolts is 494KN
Wels to end plate.
Provide: Tension flange: 12Fw, Web 8Fw, Compression Flange: 8Fw
Haunch:
Angle of flange is taken of 60 degrees.
Fillet weld with a length equal to the flange thickness.
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4.3 Roof to column connection
Flexible end plate – Beam to UC column
Figure4.3 Front elevation of connection of bottom chord to UC column
Figure4.4 Plan view of connection of bottom chord to UC column
Design information:
Bolts: M16 8.8
End Plates: 200x90x10
Welds: 6mm fillet
Material: All S355 steel
Tie force=126kN< 215kN
The beam side of the connection is adequate.23
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4.4 Column to foundation connection
Column to foundation connection
Connected structural elements Figure4.5 Actions on column footing
Column level1 UKC 366x368x202 taken from dead loading
Primary sizing:
650x450x50 base plate with four M24, Class 8.8 bolts each side.
The foundation is to be in C30 concrete.
Check whether there is no tension in the bolts.
Distance to edge of compressive stress block.
Compression , OK.
And there is no tension in the bolts.
and .
T shape stress block
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Required design stress
586kN, 157kN﹒m combine.
Check whether there is no tension in the bolts.
Distance to edge of compressive stresses block
Compression
No tension in bolts.
Base plate thickness
The required plate thickness is the larger value resulting from (a) or (b) below:
(a) Compression side bending
(b) Tension side bending
where T=0, hence
Therefore,
Use 45mm plate.
Holding down bolts and anchorage
Use two M24, Class 8.8 bolts, but no tension in the bolts. (Bolt spacing=300mm)
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The overall embedment depth in the concrete (Excluding the grout beneath the base
plate) is 450mm (min requirement)
Shear Transfer to concrete
Check if the horizontal shear is transferred by friction.
Available shear resistance , OK.
Welds: 10mm fillet weld both sides of the web.
5. FoundationThe site is located at the city centre and the site condition is shown as below
Table4 Site conditions
Description Depths Soil data
Sand and Clay Ground level - 16.0 m C = 40 kN/m2
Rock Below 16.0 m Allowable bearing
pressure =
2500 kN/m2
The max load which transferred for the column to the foundation is 2400KN for the
corner column of the building and if the pile designed as friction pile the allowable
pile bearing load is not enough to bearing the column load. In terms of this situation,
the end bearing pile with a diameter of 600mm and depth of 16m should be used
under this building. In this case, allowable pile bearing load is 2600KN, so it
designed as single pile for each column is enough to carry the load from upper
structure. Addition to that, the building is constructed nearby an existing highway
and over an existing 5.0m wide x 2.0m deep canal. So during the construction of the
foundation, the 1.0m thick impermeable clay lining must not be damaged during
construction of the foundation and this process also should not influence use of the
existing highway. In consideration of that, bored and cast-in-place pile can be used in
this case in order to minimise the impact to nearby cannel and highway. Besides
that, the pile which located along the canal should be eccentric and make sure there
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no adverse effect on the waterproof layer during the building’s construction and
using.
The figure above demonstrated the main construction process of the cast-in-place
pile. It is clear that during the construction process, the pile hole is achieved by
drilling in to the soil rather than hammering into the soil, therefore it makes little
vibration and compaction effect during the construction process and protect the
waterproof layer and highway from damaging.
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Figure5.1 Construction process of cast-in-place pile
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6. Method statement
Generally, it will take 80 to 100 days from the beginning of excavate and construct
of the foundation to the end of the clear site. The typical progress schedule (in days)
is shown as above. After the construction of the foundation finished, several works
would be undertook in parallel and significant on-site time could be saved. Besides
that, by manufacturing the frame in the factory can also reduce the risk of delay
caused by bad weather or insufficient or inadequate construction resources in the
locality of the site.
6.1 Slimdek
Some typical for the installation method of the decking should be noticed and the
graph below shows that the connection of the decking and the ASBS.
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Figure6.1 The progress schedule of the construction work
CIV 6271 Design Project Group1
The diaphragms are fixed to the edges of the lower flanges of the beams on both
sides (except for edge beam situations) using two fixings at pre-marked positions for
each length. The 1800 length equates to three sections of ComFlor 225 decking. Each
length should be positioned and abutted accurately so that the 600mm pitch of
decking sections is located as shown on the layout drawings.
After the decking is placed, props should be positioned and it also should not be
removed until the concrete has achieved 75% of its specified strength (normally 7
days).
A temporary bridge should be built on the cannel during the construction in order to
make the construction work convenience and easy to convey materials across the
canal.
6.2 Method for the safety during the construction
1. A protection shutter should be laying 1m away aside the cannel to protect the
canal and the waterproof layer from damaging during the construction process.
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Figure6.2 fixing of end diaphragms at ASB
Figure6.3 Propping during the construction
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2. Protection net also should be provided along the edge of each floor to minimise
the risk of the falling materials from the upper floors.
3. Scaffold cannot be removed until the construction process all completed and it
should also provide enough stability for works to stand and walk. The construction
workers should educated about the adequate construction method before they start
their work and some safety criterion should be observed by the worker and engineer.
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7. Letter to ClientDear Customer,
Having considered experimental equipment will be accommodated in the laboratories
of the building, in the initial stage of slab design, the structure is designed to has high
frequency floors (freq.≥10 Hz). (in accordance with Appendix G of Vibration
serviceability of post-tensioned concrete floors provided by University of Sheffield)
Generally speaking, equipment could be installed in the laboratories and it is
suggested to set this equipment in the area near lift shaft core which has a relative
high stiffness which means the effects of vibration could be minimised. Also, lateral
embrace of the whole structure is provided by the lift shaft core.
Further vibration investigation could be carried out by using finite element method
and modal shape of the slab is expected to be analysed. For each nodal points of n th
mode, the equipments are advised to be set on as the deflection and acceleration
would be the minimum, which indicates the impacts on equipments are relative
smaller. Normally, the critical nodal point of 1st mode of the slab is on the midpoint
of span.
Sincerely yours,
Group 1
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Reference
BCSA SCI. (2009). Joints in Steel Construction - Simple Connections.
Ltd.Corus. (2009). Slimdek Mannual.
OwensW.Graham. (1994). Steel Designer's Mannual. Blackwell.
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CIV 6271 Design Project Group1
Appendix
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