Bygg sterkere.
På et enda sterkere fundament.
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High performance steel piles
Høyere stålkvalitet for peling
RRs and RDs piles
3 May 2010
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Content
• High performance RRs- and RDs-piles (Harald Ihler)
• RRs and RDs pile products (Harald Ihler)
• Pile testing (Veli-Matti Uotinen)
• Installation (Veli-Matti Uotinen)
• Design (Harald Ihler)
• Application areas (Harald Ihler)
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High performance RRs- and RDs-piles
Higher load-bearing capacity
when the same pile size is
used
•
Even 25% more bearing capacity –
bigger allowable loads
•
Decreased number of piles –
reduced cost
A smaller pile size providing
the same load-bearing capacity
4
•
Decreased pile size –
reduced environmental impacts and
less disturbance to the environment
•
Smaller pilest – reduced cost
3 May 2010
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High performance RRs- and RDs-piles
High-strength steel benefits the
environment
5
•
In construction of the foundation, the total
energy requirement is reduced
•
The environmental impact of
manufacturing, processing, transport, and
installation of the piles is reduced
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Feature of high performance steel
– what means S550J2H
• Steel grade developed especially for piling application
– Good impact strength
– Good weldability
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RRs and RDs pile products
3 May, 2010 | www.ruukki.com |
RRs piles
Pile sizes
RRs170/10
RRs140/10
RRs115/8
• Equipments:
• quick and easy-to-use splices
• Ready dimensioned bearing plates
• Rock shoes and bottom plates
• Ruukki’s sleeves meet the strength and stiffness requirements of EN 19935, national annex (Finland) for mechanical splices, also Peleveiledningen.
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RRs piles
Pile sizes
RRs170/10
RRs140/10
RRs115/8
• RRs115/8:
• Nd = 786 kN with fa = 0,8 and corrosion = 2 mm/100 yrs
• RRs140/10:
• Nd = 1284 kN with fa = 0,8 and corrosion = 2 mm/100 yrs
• RRs170/10:
• Nd = 1571 kN with fa = 0,8 and corrosion = 2 mm/100 yrs
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RDs-piles
Pile sizes
RDs90
RDs115/6,3
RDs115/8
RDs140/8
RDs140/10
RDs170/10
RDs170/12,5
RDs220/10
RDs220/12,5
• Equipments:
• Easy to use and reliable splices
• Ready dimensioned bearing plates
• Ruukki’s threaded sleeves meet the strength and stiffness requirements
of EN 1993-5, national annex (Finland) for mechanical splices, and also
Peleveiledningen.
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Splicing of RDs-piles
• Threaded sleeve splice for RD and RDs piles
– Splices and sections are easily identified because of differences between the splices
– It is not allowed to use RD sleeve with RDs sections or vice versa.
RD
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RDs
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Design and installation guide
for RD and RDs piles
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Testing of RRs- and RDs-piles
3 May 2010
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Tests for RRs and RDs piles
• Requirements presented in Eurocode 3: EN 1993-5, part 5, piling, national annex
for mechanical splices (in Finland). Not in national annex in Norway, but equal to
Peleveiledningen 2005
• Installation test:
• For RRs piles
• Ensures functioning of splice in practice
• Ensures functioning of rock shoe in practice
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Bending test
• Bending test:
– Bending stiffness
• requirement 0,75 * EI(0,3-0,8*Mpile)
– Bending strength
• Splice have to be equal to unspliced pile
regarding strength
RDs140/10
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RRs115/8
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Tensile test
• Tensile test:
– Tensile strength
• Requirement 0,15*Ppile
Tensile strength of threaded
sleeve splice:
Pile
required
• Min 50 % of compression strength RDs115/8
of pipe guaranteed by Ruukki, more
than Peleveiledningen requires
• In practice about 100 %
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Tensile strength
promised
tested
unspliced pile
220 kN
734 kN
1470 kN
1469 kN
RDs140/10
334 kN
1120 kN
2230 kN
2241 kN
RDs170/12,5
505 kN
1682 kN
3730 kN
3365 kN
Compression test
• Compression test:
– Compression strength,
• Splice have be to equal to unspliced
pile regarding strength
Pile
Compression strength
unspliced
pile
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tested
typical pile loads
fa=0.9, 2 mm corrosion
RDs115/8
1469 kN
1880 kN
885 kN
RDs140/10
2241 kN
2790 kN
1444 kN
RDs170/12,5
3365 kN
4400 kN
2283 kN
3 May 2010
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Rock shoe testing
• Rock shoe
– Dimensioned for full pile loads
– Installation test
• adverse deformation is not allowed
– Bending test
• moment requirements
• shear strength requirements
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Installation of RRs- and RDs-piles
3 May 2010
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Installation of RRs-piles
• Less displacement and disturbance of soil in relation to the load-bearing
capacity of the pile
• No structural modifications are required in the piling equipment
• Hydraulic rams; light-weight / medium-heavy bace machines (<25 t)
– a thicker / reinforced piling platform (gravel layer etc.) is needed only in very soft soil conditions
– impact energy 2000 – 6000 Nm Æ low vibration
• Drop-, hydraulic- and accelerated hydraulic hammers; base machines 40 - 60t
– advisable hammer weights: 1 - 5t , according to Finnish RRs-manual
– importance of centric impact!
3
– impact energy 5 000 – 30 000 Nm
Soil displacement [m /kN, installerte kapasitet], pile
length L=10m, corrosion 1.5mm,
reduksjonsfaktor fa=0.75
600
3
m / kN
500
400
300
200
100
0
RRs115/8
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3 May 2010
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RRs140/10
RR140/10
P230NA
Installation of RDs-piles
• No structural modifications are required in
the piling equipment
• When pile size can be reduced, smaller
DTH-hammer, pilot and ring bits are
needed
– less compressed air and impact energy during
drilling Æeven less disturbance of soil and smaller
settlements
• Splicing of RDs-piles with threaded sleeve
splices
– ring bit/pilot bit manufacturers have designed their
products so that they suitable with sleeves
(outside diameter of ring bit is always bigger than
outside diameter of sleeve)
– tightening of sleeves 1 kNm, except RD/RDs
220/12,5: 3 kNm
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Design of RRs- and RDs-piles
3 May 2010
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Geotechnical design of RRs- and RDs-piles
RRs-piles
• point (end) –bearing piles
• requires that pile tip reaches bedrock or very dense moraine layer
• when determing pile lenghts and penetration levels ”hejarsondering” and
where necessary percussion drilling are recommended
• end-of-driving criterias are determined to RRs-piles
RDs-piles
• Geotechnical bearing capacity is not dimensioning factor, when bedrock
is ”normal Nordic solid rock”
• Sufficient amounts of percussion drillings to find out level of bedrock
surface and also rock quality
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24
D
90
D1 /6,3
15
D /6,
=5 3
R 0m
D1 m
15
/
R 6,3
D1
1
R 5/8
D1
4
R 0/8
D1
D 15/
=7 8
0
R mm
D
1
R 40/
D
14 8
R 0/1
D
17 0
R 0/1
D
14 0
D 0/1
=9 0
0
m
R
D1 m
7
R
D 0/1
17
0
0
R /12,
D2 5
D 20/
=1 10
R 00 m
D
17 m
0
D /12
=1
,
10 5
m
R
m
D
22
R 0/1
D
27 0
R
D2 0/1
20 0
D /12
=1
,
20 5
m
R
D3 m
2
R 0/1
D2 0
7
R
D 0/1
22
0
R 0/1
D
2
2 7 ,5
0
D /12
=1
,
30 5
m
R
m
D
R 3 20
D3 /1
0
2
R 0/1
D2 2
7 0 ,5
D /12
=1
,5
R 50 m
D
32 m
0
D /12
=1
,
80 5
m
m
R
R
Dimensionerande knäckningkapasitet [kN]
RD-peler vs stålkjernepeler,
sammenligning av knekningskapasiteter
Rostmån 2 mm
Bara jordens kapasitet har beaktas (cuk=15 kPa)
7000
Stålkjernepel
6000
Stålrørspel RD S440J2H
Stålrørspel RD S550J2H
5000
4000
3000
2000
1000
0
3 May 2010
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R
D
9
R 0/6
D
11 ,3
D 5/6
=5 , 3
R 0m
D
11 m
5
R /6,3
D
11
R 5/8
D
14
R 0/8
D
1
D 15
=7 /8
0
R mm
D
1
R 40
D
14 /8
R 0/1
D
17 0
R 0/1
D
14 0
D 0/1
=9 0
0
R m
D
m
1
R 70
D
17 /10
0
R /12
D
22 ,5
D
=1 0/1
0
R 00
D
17 mm
D 0/1
=1 2 ,
10 5
R
D mm
22
R 0/1
D
0
R 270
D
22 /10
D 0/1
=1 2,
20 5
R
D mm
32
R 0/1
D
0
R 270
D
22 /10
R 0/1
D
27 2,5
D 0/1
=1 2,
30 5
R
D mm
R 320
D
32 /10
R 0/1
D
27 2,5
D 0/1
=1 2 ,
5
R 50
D
32 mm
D 0/1
=1 2 ,
80 5
m
m
Relation mellan dimensionerande
knäckningkapasitet och installerad kapacitet
RD-peler vs stålkjernepeler,
sammenligning av kneknings- og installerte
kapasiteter
Rostmån 2 mm
Bara jordens kapasitet har beaktas (cuk=15 kPa)
25
200.0 %
180.0 %
160.0 %
3 May 2010
Stålkjernepel
Stålrørspel RD S440J2H
Stålrørspel RD S550J2H
140.0 %
120.0 %
100.0 %
80.0 %
60.0 %
40.0 %
20.0 %
0.0 %
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26
D
90
D /6,3
11
5
D /6,
=5 3
R 0m
D
11 m
5/
R 6,3
D
11
R 5/8
D
14
R 0/8
D
1
D 15/
=7 8
0
R mm
D
1
R 40/
D
14 8
R 0/1
D
17 0
R 0/1
D
14 0
D 0/1
=9 0
0
m
R
m
D
17
R
D1 0/1
70 0
R /12,
D
2 5
D 20/
=1 10
R 00 m
D
17 m
0
D /12
=1
,
10 5
m
R
m
D
22
R 0/1
D2 0
7
R
D 0/1
22
0
0/
1
D
=1 2,5
20
m
R
m
D
32
R 0/1
D
27 0
R
D 0/1
22
0
R 0/1
D
27 2,5
0
D /12
=1
,
30 5
m
R
D3 m
2
R
D 0/1
32
0
R 0/1
D
2
27 ,5
0
D /12
=1
,5
R 50 m
D
32 m
0
D /12
=1
,
80 5
m
m
R
R
Dimensionerande knäckningkapasitet [kN]
RD-peler vs stålkjernepeler,
sammenligning av knekningkapasiteter
Rostmån 2 mm
Både jordens och pålens kapasitet har beaktas (cuk=15 kPa)
4000
Stålkjernepel
3500
Stålrørspel RD S440J2H
3000
Stålrørspel RD S550J2H
2500
2000
1500
1000
500
0
3 May 2010
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R
D
9
R 0/6
D
11 ,3
5
D /6 ,
=5 3
R 0m
D
11 m
5
R /6,3
D
11
R 5/8
D
14
R 0/8
D
1
D 15/
=7 8
0
R mm
D
1
R 40/
D
14 8
R 0/1
D
17 0
R 0/1
D
14 0
D 0/1
=9 0
0
R m
m
D
1
R 70
D
/
17 10
0
R / 1 2,
D
2 5
D 20/
=1 1
0 0
R 0m
D
17 m
0
D /1 2
=1
10 ,5
R mm
D
22
R 0/1
D
0
R 270
D
/
22 10
0
D /12
=1
,
20 5
R mm
D
32
R 0/1
D
0
2
R 70
D
22 /10
R 0/1
D
27 2,5
0
D /12
=1
,
30 5
R mm
D
R 320
D
32 /10
R 0/1
D
27 2,5
0
D /1 2
=1
50 , 5
R
m
D
32 m
0
D /1 2
=1
,
80 5
m
m
Relation mellan dimensionerande
knäckningkapasitet och installerad kapacitet
RD-peler vs stålkjernepeler,
sammenligning av kneknings- og installerte
kapasiteter
Rostmån 2 mm
Både jordens och pålens kapasitet har beaktas (cuk=15 kPa)
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3 May 2010
Stålkjernepel
0.9
Stålrørspel RD S440J2H
0.8
Stålrørspel RD S550J2H
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
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Design manual for RRs-piles
• Design bearing capacity tables and graphs
• Excel-sheet for dimensioning structural capacity of RR- and RD-piles
design tables
www.ruukki.no
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Design manual for RDs-piles
• Design bearing capacity tables, dimensioned/calcaluted bearing plates
• Excel-sheet for dimensioning structural capacity of RR- and RD-piles
design brochure and tables:
www.ruukki.no
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Structural capacity of RR- and RD-piles
Nor.ver 1.0
Structural bearing capacity of RR/RD pile (RR/RD75…RR/RD320/12,5)
- according to Peleveiledningen 2005
1. Basic information
Project
Pile code
Designer
Date
Project name
Pile no 213
Designer name
1.1.2009
2. Select pile type
RR-pile, empty
RD-pile, concreted
RD-pile, reinforced
RD-pile, with innerpipe
The accuracy of the content of this calculation sheet have been inspected with utmost care. Yet, we do not assume
responsibility for any mistakes or direct or indirect damages due to incorrected application of the information. All rights
reserved. Rautaruukki Corporation.
www.ruukki.no
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Corrosion aspect
• Corrosion properties of S550J2H steel grade are same than with other
normal carbon steel grades used in piles
• Because higher strength, S550J2H steel piles have more ”corrosion
allowance” vrs. same size piles made from lower strength steel grade
Installerte kapasiteter Ni [kN] RR/RRs 170/10,
fa=0.8
1800
Ni [kN]
1600
S440J2H
S550J2H
1400
1200
1000
800
1
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3 May 2010
2
3
corrosion [mm] / 100 a
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4
Application areas of RRs- and
RDs-piles
3 May 2010
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Most favourable application conditions
for RRs- and RDs-piles
RRs-piles
• PILES CAN BE INSTALLED BY DRIVING
– light-weight piling machines on very soft soils
– penetration of fill layer doesn’t cause any special measures (like
excavation of fill or pre-drill)
– ”clear point-bearing-pile conditions” (pile length moderate <20…25m,
no thick friction soil layer upon bedrock or dense moraine layer)
RDs-piles
• PILES HAS TO BE INSTALLED BY DRILLING
– fill areas
– inclined bedrock surface, bedrock surface near to ground
level
– conditions where risk of breakage of precast concrete piles is high
• RESTRICTIONS CAUSED BY NEARBY STRUCTURES AND ENVIRONMENT
– vibration, settlements of loose friction soils, displacements of soil, rise of pore pressures, restricted working area and headroom
• FOUNDATION IS SUBJECT TO HIGH CONCENTRATED LOADS
– smaller footings
• STRENGHT OF SOIL
– undrained shear strenght of soil should be at least 8 -10
kPa to achieve significant benefit vs. S440J2H-piles
because of buckling
• PILES ARE SUBJECT TO SIGNIFICANT
NEGATIVE SKIN FRICTION
– Negative skin friction of RRs140/10 is only 48% of negative
skin friction of precast concrete pile P270MA
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• ABNORMAL SOIL CONDITIONS REGARDING
CORROSION
– extra safety to structural capacity of pile
• HIGH ACCURACY OF POSITION AND QUALITY
REQUIREMENTS
– for example single pile foundations, foundation for machine
bases
Application examples
RRs-piles
• Residential, commercial, industrial and energy construction
• Underpinning of foundations
• Pile slabs
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Finnish references, RDs-piles
Turku University Hospital, Turku
Extension of hospital 63 630 m2
Piling contractor: Suomen Teräspaalutus Oy
Geotechnical design: Ramboll Finland Oy
Structural design: Narmaplan Oy
RD220/12.5 S550J2H, Pallow = 1.8 MN (~Ni =2.5MN) 2900m
RD140/10 ja RD170/10 in total 3900m
.
Hotell Grand Marina, Turku
Undergound parking space in very demanding soil conditions
Piling contractor: Skanska Tekra Oy
Geotechnical design: Ramboll Finland Oy
Structural design: Narmaplan Oy
RD140 … RD500, steelgrades 550J2H ja X70
in total over 4000m
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References, RDs-piles
Salmisaari Wellness Center, Helsinki
Customer and contractor: YIT Oyj
Geotechnical design: Pohjatekniikka Oy
Structural design: Finnmap Consulting Oy
RD220/12.5 S550J2H, Pallow = 1.67 MN ((~Ni =2.3MN)
6mm corrosion allowance) 2500m
RD170/10 ja RD170/12.5 in total 850m
.
Kalasatama, Foundation construction of city plan
Sörnäistenniemi, Helsinki
City of Helsinki; Piling of pile slab of streets and quay
Main contractor: E.M.Pekkinen Oy
Drilled pile contractor: Pirkan Terramek Oy
Geotechnical and structural design: Sito Oy
RD220/10 S550J2H in total appr. 9000 m
RD270/12.5 ja RD320/12.5 S440J2H yht. n. 3800m
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