4.0 Preliminary Secant Pile Design
3.0 Load Take Down
HEYNETILLETTSTEEL
Project:
Title:
1095 - Project Merion
Load Takedown
Column Location:
Car Lifts
A / E1-E3
PROPOSED
Level
Roof
4th
3rd
2nd
1st
Ground
Lower Ground
Basement
Pile Cap
SSL (m)
39.540
36.165
32.790
29.415
26.040
21.315
17.775
14.375
13.875
Summary of Loads
Dead Load (kN)
Live Load (kN)
TOTAL Load (kN)
Area
L
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
W
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Area (m2)
167.4
167.4
167.4
167.4
186.4
220.5
220.5
220.5
97.6
Floor Loads
DL (kN/m2)
LL (kN/m2)
9.60
8.55
8.55
8.55
8.55
8.55
8.55
13.65
18.00
1.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
0.00
Column Loads
Storey Height (m)
Weight (kN/m)
0.00
0.00
3.38
127.75
3.38
127.75
3.38
127.75
3.38
127.75
4.73
232.90
3.54
281.62
3.40
244.27
0.00
0.00
External Cladding Loads
Length (m)
Weight (kN/m)
0.00
0.00
31.56
3.34
31.56
3.34
31.56
3.34
31.56
3.34
22.14
3.34
0.00
0.00
0.00
0.00
0.00
0.00
Total Loads
Gk (kN)
Qk (kN)
1607
251
1968
419
1968
419
1968
419
2130
466
3060
551
2882
551
3840
551
1757
0
21179
3626
Foundation Loads
21179
3626
24806
TOTAL Load (kN)
Pile Capcity (kN)
No. of Piles Required
kN/m2
Live
24806
1270
19.5
Design Loads
Roof
Dead
250mm RC Slab
75mm Screed
Asphalt Waterproofing and Insulation
Finishes - Paving Slab
Ceiling and Services
6.00
1.65
0.45
1.20
0.30
9.60
kN/m2
1.50
Typical Floor
Dead
250mm RC Slab
75mm Screed
Finishes
Ceiling and Services
kN/m2
6.00
1.65
0.60
0.30
8.55
Live
Residential
Partitions
OR
Circulation
kN/m2
1.50
1.00
2.50
3.00
Basement
Dead
500mm RC Slab
75mm Screed
Pile Cap
kN/m2
12.00
1.65
13.65
Live
Car Park
OR
Circulation
J:\1095ͲProjectMerion\4Calculations\LoadTakedownͲSO'B(140313).xlsx
kN/m2
2.50
Dead
750mm Deep
kN/m2
18.00
18.00
3.00
CarLifts
HEYNETILLETTSTEEL
External Cladding
Dead
Internal - 140mm Blockwork
Cavity
External - 102.5mm Brickwork
Glazing
kN/m2
2.80
0.00
2.26
0.75
Assumed %
60
40
kN/m2
1.68
0.00
1.36
0.30
3.34
RC Walls
Dead
RC Walls - vary in thickness and length
Approx. Area 5.323m2
kN/m
127.75
127.75
Dead
RC Walls - vary in thickness and length
Approx. Area 9.704m2
kN/m
232.90
232.90
Dead
RC Walls - vary in thickness and length
Approx. Area 11.734m2
kN/m
281.62
281.62
Dead
RC Walls - vary in thickness and length
Approx. Area 10.178m2
kN/m
244.27
244.27
J:\1095ͲProjectMerion\4Calculations\LoadTakedownͲSO'B(140313).xlsx
CarLifts
PILEDESIGNS Ltd.
Page: 1
PILEDESIGNS Ltd.
Page: 2
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Job No:
Design Ref: 15614
CONTENTS
PRELIMINARY / OUTLINE SECANT BORED PILED RETAINING WALL DESIGN
1.0
INTRODUCTION
2.0
INFORMATION PROVIDED
3.0
FOR TEMPORARY AND PERMANENT SUPPORT CONDITIONS
AT
4.0
PROJECT MERION
HOLLAND PARK LONDON
2.1
General and Structural Arrangements for the Proposed Development.
2.2
Ground Conditions.
DESIGN PARAMETERS
3.1
Geotechnical Design Parameters.
3.2
Construction Sequence Adopted Within the Design Calculations.
3.3
Structural Design Parameters.
3.4
Retaining Wall and Propping Geometry.
DESIGN METHODOLOGY
4.1
Geotechnical Analysis for the Secant Bored Pile Retaining Wall.
4.2
Individual Retaining Wall Structural Analysis.
5.0
SUMMARY OF RESULTS AND GENERAL COMMENTS
6.0
REFERENCES
APPENDICES
Initial Issue
0
Stage
Revision
Preliminary Design Calculations for Planning
Comments
19/06/2014
Date
A
Selected ‘WALLAP’ SLS and ULS output for the various wall sections considered.
B
‘ADCOL’ outputs for the various reinforcement cages required together with the
in-house designed spread sheet output for the helical shear link reinforcement.
PILEDESIGNS Ltd.
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PILEDESIGNS Ltd.
Page: 4
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Job No:
Design Ref: 15614
List of Figures
1.0
1.
It is proposed to demolish an existing residential block of flats dating from the 1930’s replacing it
with a modern structure which will incorporate an underground car park.
Plan showing the required bored pile retaining wall, the sections considered within the
design.
List of Tables
1.
Geotechnical Design Parameters
2.
Retaining Wall Structural Design Parameters.
3.
Temporary / Permanent Propping Structural Design Parameters.
4.
Results of Retaining Wall Analysis.
5.
Structural Details of Retaiing Wall Piles.
6.
Details of Prop Forces.
INTRODUCTION
The new building will be located in the Holland Park area of London on sloping ground that
requires a significant amount of material to be excavated in order to create the necessary plan
surface area. As part of these earthworks / enabling works, a retaining wall will be required
around the perimeter of the site. It is proposed to construct the retaining wall using interlocking
secant piles using bored piling techniques whilst at the same time installing the internal bearing
piles during the same visit.
The existing building fronts onto Holland Park Road which bounds the western edge of the site. A
steep pedestrian path, Holland Park Walk, borders the eastern edge of the site. Holland Park
Avenue lies just to the north and the park itself borders the southern site boundary.
Information from the topographic survey indicates that the site has a steep slope from the east to
the west falling from around 29.0m AOD on the eastern side to around 21.0m AOD on the
western side. It is expected that due to the large variation in retained heights required, a minimum
of three pile diameters will be employed on the site
These preliminary design calculations cover the required temporary / permanent secant bored
pile retaining walls. At this stage of the design process the pile sizes have been estimated and
the ground conditions modelled from the results of the ground investigation results. A “WALLAP”
retaining wall analysis has been carried out to give an indication of the expected lateral forces to
be resisted by the temporary and permanent propping to be installed. An indication of the
theoretical deflection of the wall has also been included.
The position of the new basement retaining walls are shown on the site plan, presented on Figure
1. This also shows the sections taken for the design of the secant bored pile retaining walls.
These calculations have been carried out by Piledesigns Limited on behalf of Hyne Tillett Steel,
Structural Engineers.
PILEDESIGNS Ltd.
Page: 5
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Figure 1 – Plan showing the required bored pile retaining wall and the sections considered.
PILEDESIGNS Ltd.
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PILEDESIGNS Ltd.
Page: 7
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
2.0
INFORMATION PROVIDED
2.1
General and Structural Arrangements for the Proposed Development
Details of the proposed building are presented in the Structural Stage C Report prepared by
Heyne Tillett Steel, Structural Engineers.
To provide an indication of the likely requirements for the secant piled retaining wall three
sections have been analysed as indicated on the site plan, Figure 1. The sections have been
chosen to represent the general structural requirements of the retaining walls and have been
located where the worst case conditions are expected to apply. The three sections relate to the
three sizes of pile diameter that are likely to be required around the excavation.
600mm Diameter Secant Pile Wall
This section is located along the western front of the site where it fronts onto Holland Park
Road. Within this analysis, the short section of internal retaining wall along Grid Line A3 has
also been included although the retained heights are lower.
For this section (as indicated on Figure 1) the following worst case design criteria have been
adopted;
x
x
x
x
x
x
x
x
2.0m wide pavement – surcharge 5kN/m²
6.0m wide road – surcharge 20kN/m²
Piling Platform Level – 23.0m AOD
250mm thick basement slab at a SSL of 14.375m AOD (Slab to act as a prop)
Formation level of excavation – 13.80m AOD
250mm thick lower ground slab at a SSL of 17.775m AOD (Slab to act as a prop)
Temporary prop at centre of capping beam (22.50m AOD) prop to be a 457 x 10 CHS
steel tube.
200mm thick permanent internal waterproof concrete lining wall.
For this section the male and female piles have been assumed to be 600mm in diameter and
installed at 900mm centres providing a ‘bite’ of 150mm into each side of the female pile.
750mm Diameter Secant Pile Wall
This section extends from the southern end of the 600mm diameter secant wall to where the
retaining wall intersects Grid Line E1 on the eastern side of the site. Due to the increasing
retained height required as the retaining wall moves into the site, the pile diameter has had to
be increased in size.
Job No:
Design Ref: 15614
For this section (as indicated on Figure 1) the following worst case design criteria have been
adopted;
x
x
x
x
x
x
x
x
x
x
A general surcharge of 5kN/m² for the area immediately behind the capping beam
Piling Platform Level - 28.0m AOD
250mm thick basement slab at a SSL of 14.375m AOD (Slab to act as a prop)
Formation level of excavation – 13.80m AOD
250mm thick lower ground slab at a SSL of 17.775m AOD (Slab to act as a prop)
250mm thick ground floor slab at a SSL of 21.315m AOD (Slab to act as a prop)
250mm thick first floor slab at a SSL of 26.04m AOD (Slab to act as a prop)
Temporary prop at centre of capping beam (27.50m AOD) prop to be a 457 x 10 CHS
steel tube.
Temporary prop at centre of wall (21.00m AOD) prop to be a 457 x 10 CHS steel tube.
300mm thick permanent internal waterproof concrete lining wall.
For this section the male and female piles have been assumed to be 750mm in diameter and
installed at 1100mm centres providing a ‘bite’ of 200mm into each side of the female pile.
900mm Diameter Secant Pile Wall
This section runs along the full length of the rear (eastern) side of the site from the end of the
750mm diameter section at Grid Line E1 to the end of the 600mm diameter section at Grid Line
A3. Due to the increasing height of the wall to be retained and the absence of propping restraint
from the ground and first floors, the pile diameter has had to be increased in size.
For this section (as indicated on Figure 1) the following worst case design criteria have been
adopted;
x
x
x
x
x
x
x
x
A general surcharge of 5kN/m² for the area immediately behind the capping beam
Piling Platform Level – 29.0m AOD
250mm thick basement slab at a SSL of 14.375m AOD (Slab to act as a prop)
Formation level of excavation – 13.80m AOD
250mm thick lower ground slab at a SSL of 17.775m AOD (Slab to act as a prop – loads
transferred by the buttresses that are to be encapsulated into the slab.
Temporary prop at centre of capping beam (28.50m AOD) prop to be a 457 x 10 CHS
steel tube.
Temporary prop at centre of wall (21.00m AOD) prop to be a 457 x 10 CHS steel tube.
400mm thick permanent internal waterproof concrete lining wall.
For this section the male and female piles have been assumed to be 900mm in diameter and
installed at 1400mm centres providing a ‘bite’ of 200mm in to each side of the female pile.
Due to the large retained height from capping beam level to the lower ground floor slab level,
(approximately 11.50m) excessive bending moments are produced in the pile section even
PILEDESIGNS Ltd.
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PILEDESIGNS Ltd.
Page: 9
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
allowing for the presence of the buttresses. To make the wall model work, the reinforced concrete
cast in place wailing beam that will be used for the mid–level temporary prop has been retained
and used as a restraint beam spanning between the adjacent buttresses to transfer the lateral
forces into the buttresses and then into the foundations. A second such wailing beam has been
created at a level of 25.00m AOD for the same purpose. It is expected that the transfer wailing
beams can be incorporated into the 400mm thick waterproof inner lining wall without adversely
affecting the external appearance of the structure.
2.2
Job No:
Design Ref: 15614
Ground Conditions
Ground conditions have been taken from a site investigation carried out by Soiltechnics,
environmental and geotechnical consultants reference No STL2706D-G01, dated April 2014.
The results of the investigation showed that the site is underlain by a thin covering of Made
Ground (0.50m thick) overlying weathered becoming un-weathered London Clay.
The London Clay has relatively constant un-drained shear strength of 130kN/m² from ground
level to 14.0m AOD after which the strength increases at a constant rate of around 9.21kN/m²/m.
Groundwater was not recorded in any of the boreholes whilst drilling and in only one of the
standpipe installations which is probably as a result of surface water infiltration.
PILEDESIGNS Ltd.
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PILEDESIGNS Ltd.
Page: 11
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
3.0
DESIGN PARAMETERS
3.1
Geotechnical Design Parameters
Design Ref: 15614
The pile design calculations have been based on the information provided. The soil parameters
employed have generally been taken from the information provided, but also supplemented
where necessary from published data and other ground investigation reports in the area. The
analysis has considered un-drained conditions for the cohesive deposits and drained conditions
for the granular deposits when applied to the temporary condition. For the permanent condition,
all soil types have been changed to the drained condition where applicable.
Table 1
Design Ref: 15614
Geotechnical Design Parameters
Soil Type
SLS Parameters
ULS Parameters
Fs = 1.0
Fs = 1.5 Un-drained, 1.2 Drained
3
Made Ground
%XON'HQVLW\Ȗ N1P
(Granular, Drained)
Ø’ = 30°
Ø’ = 25°
0.50m Thick
E’ = 10 000kN/m²
E’ = 8 334kN/m²
3RLVVRQ¶V5DWLRȘ 3RLVVRQ¶V5DWLRȘ K0 = 0.500
K0 = 0.577
7DQįa’/Tan Ø’ = 0.666
7DQįa’/Tan Ø’ = 0.666
7DQįp’/Tan Ø’ = 0.500
7DQįp’/Tan Ø’ = 0.500
Table 1 presents a summary of the geotechnical design parameters for each soil used in the
design of the retaining walls. For each soil the SLS and ULS, drained and un-drained conditions
have been indicated. Further details on how the design parameters are obtained are given in
Section 4.0 of this report.
Groundwater for the temporary condition has been taken as the toe level of the piles whilst for
the long term, permanent condition, groundwater level has been taken as 1.0m below existing or
final ground level whichever is lower.
Job No:
3
%XON'HQVLW\Ȗ N1P
3
3
Weathered London Clay
%XON'HQVLW\Ȗ N1P
(Cohesive, Un-drained)
Cu = 130kN/m²
Cu = 86.7kN/m²
To 14.0m AOD
į&u įz = 0.0kN/m²/m
į&u įz = 0.0kN/m²/m
Eu = 600 Cu = 78 000kN/m²
Eu = 600 Cu = 52 000kN/m²
įEu įz = 0.0kN/m²/m
į(u įz = 0.0kN/m²/m
3RLVVRQ¶V5DWLRȘ 3RLVVRQ¶V5DWLRȘ K0 = 1.0
K0 = 1.0
3
%XON'HQVLW\Ȗ N1P
3
Weathered London Clay
%XON'HQVLW\Ȗ N1P
(Cohesive, Drained)
E’ = 0.77 Eu
E’ = 0.77 Eu
To 14.0m AOD
Eu = 0.77 x 78 000 = 60 060kN/m²
Eu = 0.77 x 52 000 = 40 055kN/m²
į(¶ įz = 0.0kN/m²/m
į(¶ įz = 0.0kN/m²/m
Poisson’s RatLRȘ 3RLVVRQ¶V5DWLRȘ Ø’ = 25°
Ø’ = 20.83°
C’ = 0.0kN/m²
C’ = 0.0kN/m²
7DQįa’/Tan Ø’ = 0.666
7DQįa’/Tan Ø’ = 0.666
7DQįp’/Tan Ø’ = 0.500
7DQįp’/Tan Ø’ = 0.500
K0 = 1.0
K0 = 1.0
%XON'HQVLW\Ȗ N1P
PILEDESIGNS Ltd.
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PILEDESIGNS Ltd.
Page: 13
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Table 1
Job No:
Design Ref: 15614
Geotechnical Design Parameters (Cont’d)
3.2
Job No:
Design Ref: 15614
Construction Sequence Adopted Within the Design Calculations.
The construction sequence adopted for the retaining wall has been assumed to be as follows
Soil Type
SLS Parameters
ULS Parameters
Fs = 1.0
Fs = 1.5 Un-drained, 1.2 Drained
3
Secant Piles.
x
x
x
x
x
x
3
London Clay
%XON'HQVLW\Ȗ N1P
(Cohesive, Un-drained)
Cu at 14.00m AOD = 130kN/m²
Cu at 14.00m AOD = 86.7kN/m²
14.00m AOD (+)
į&u įz = 9.21kN/m²/m
į&u įz = 6.14kN/m²/m
Eu = 600 Cu = 78 000kN/m²
Eu = 600 Cu = 52 000kN/m²
į(u įz = 5 526kN/m²/m
į(u įz = 3 684kN/m²/m
3RLVVRQ¶V5DWLRȘ 3RLVVRQ¶V5DWLRȘ x
K0 = 1.25
K0 = 1.25
x
3
%XON'HQVLW\Ȗ N1P
3
London Clay
%XON'HQVLW\Ȗ N1P
(Cohesive, Drained)
E’ = 0.77 Eu
E’ = 0.77 Eu
14.00m AOD (+)
Eu = 0.77 x 78 000 = 60 060kN/m²
Eu = 0.77 x 52 000 = 40 055kN/m²
į(¶ įz = 4 255kN/m²/m
į(¶ įz = 2 826kN/m²/m
3RLVVRQ¶V5DWLRȘ 3RLVVRQ¶V5DWLRȘ Ø’ = 25°
Ø’ = 20.83°
C’ = 5.0kN/m²
C’ = 4.16kN/m²
7DQįa’/Tan Ø’ = 0.666
7DQįa’/Tan Ø’ = 0.666
7DQįp’/Tan Ø’ = 0.500
7DQįp’/Tan Ø’ = 0.500
K0 = 1.25
K0 = 1.25
%XON'HQVLW\Ȗ N1P
x
x
x
x
x
x
x
x
Apply external surcharges.
Install bored piles and cast capping beam to all piles.
Partially excavate and install upper temporary prop
Partially excavate and install lower temporary prop
Excavate to formation level of 13.80m AOD
Cast basement floor slab at 14.375m AOD and part inner lining wall. (Slab to act as a
prop in both the temporary and permanent condition)
Cast lower ground floor slab at 17.775m AOD and part inner lining wall (slab to act as a
prop in permanent condition).
Cast ground floor slab at 21.315m AOD (Slab to act as a prop in both the temporary and
permanent conditions – 750mm diameter piles only)
Cast first floor slab at 26.04m AOD (Slab to act as a prop in both the temporary and
permanent conditions – 750mm diameter piles only)
Cast buttresses to eastern retaining wall, inner lining wall and integral wailing spreader
beams between buttresses as necessary
Remove lower temporary prop
Remove upper temporary prop
END OF TEMPORARY DESIGN CONDITIONS
Change soil parameters to long term conditions.
Apply long term ground water conditions
END OF PERMANENT DESIGN CONDITIONS
The above construction sequence must be followed exactly as any deviation could result in piles
or props being overstressed.
3.3
Structural Design Parameters
The male secant bored pile retaining wall piles will be constructed using a C35 designed
concrete pump mix and ‘B’ (500N/mm²) grade main reinforcement bars with ‘B’ grade helical
shear links. A minimum of 75 mm cover to the main reinforcement will be provided by propriety
spacers. The female piles will be constructed out of a soft (less than 10N/mm²) concrete.
The main structural design parameters used in the retaining wall analysis have been
summarized in Table 2,
PILEDESIGNS Ltd.
Page: 14
PILEDESIGNS Ltd.
Page: 15
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Table 2 – Structural Retaining Wall Design Parameters
MATERIAL
SHORT TERM PARAMETERS
Concrete
E=
600mm Ø Auger
900mm centres
I = 0.0070686 m4/m run
EI = 197 921 kN/m²/m
Concrete
E=
750mm Ø Auger
1100mm centres
I = 0.0141196 m4/m run
EI = 395 349 kN/m²/m
2.8 x 10+7 kN/m²
2.8 x 10+7 kN/m²
2.8 x 10+7 kN/m²
3.4
I = 0.0070686 m4/m run
EI = 98 960 kN/m²/m
Table 3 presents the structural and geometrical properties of the propping that has been used in
the design of the retaining wall.
E=
1.40 x 10+7 kN/m²
I = 0.0141196 m4/m run
EI = 197 674 kN/m²/m
E=
1.40 x 10+7 kN/m²
900mm Ø Auger
1400mm centres
I = 0.023005 m4/m run
EI = 644 140 kN/m²/m
I = 0.023005 m4/m run
EI = 322 070 kN/m²/m
Inner Lining Wall
200mm thick
I = 0.00067 m4/m
EI = 18 760 kN/m²/m
I = 0.00067 m4/m
EI = 9 380 kN/m²/m
300mm thick
I = 0.00225 m4/m
EI = 63 000 kN/m²/m
I = 0.00225 m4/m
EI = 31 500 kN/m²/m
I = 0.00534 m4/m
EI = 149 520 kN/m²/m
I = 0.00534 m4/m
EI = 74 760 kN/m²/m
2.05 x 10+8 kN/m²
E=
Buttress
(400mm thick,
2.5m deep
spaced at 3.0m
centres)
I = 0.1736 m4/m
EI = 4 860 800 kN/m²/m
Retaining Wall and Propping Geometry
1.40 x 10+7 kN/m²
E=
E=
Steel
Design Ref: 15614
The retaining wall has been designed as a propped cantilever in the temporary condition with
permanent propping consisting of the structural basement, lower ground floor and ground floor
slabs (where applicable) of the proposed building.
LONG TERM PARAMETERS
Concrete
400mm thick
Job No:
E=
2.05 x 10+8 kN/m²
I = 0.1736 m4/m
EI = 2 430 400 kN/m²/m
Table 3: Temporary / Permanent Propping Structural Design Parameters.
Prop No
Prop
Elevation
(Temp/Perm)
1 (Temp)
2 (Temp)
3 (Perm)
4 (Perm)
5 (Perm)
6 (Perm)
(m AOD)
28.50
21.00
14.25
17.65
21.19
25.91
Prop
Prop
Spacing Sectional
area
(m²)
(m)
5.00
0.014
5.00
0.014
1.00
0.250
1.00
0.250
1.00
0.250
1.00
0.250
Prop Young’s
modulus
(kN/m²)
2.05 x 10+8
2.05 x 10+8
1.40 x 10+7
1.40 x 10+7
1.40 x 10+7
1.40 x 10+7
Prop
free length
(m)
15.00
15.00
15.00
15.00
15.00
15.00
Should the construction sequence or propping system be changed from that assumed then the
retaining wall design will need to be reassessed which could result in changes to the pile length
and / or reinforcement.
The temporary props have been estimated as being CHS Steel tubes of section size 457 x 10.
The exact size and spacing of the temporary propping is the responsibility of the temporary
works design engineer.
Two ‘virtual‘ props have been created for the 900mm diameter secant wall using the concrete
wailing beam employed for the mid-level temporary propping and a second wailing at 25.00m
AOD. The wailing beams will be employed to transfer the lateral loads from the retaining wall
into the buttresses and from there into the foundations. It is expected that these transfer beams
can be incorporated into the 400mm thick inner lining wall.
PILEDESIGNS Ltd.
Page: 16
PILEDESIGNS Ltd.
Page: 17
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
4.0
DESIGN METHODOLOGY
4.1
Geotechnical Analysis for the Secant Bored Pile Retaining Wall
The stability analysis has been carried out using the computer program ‘WALLAP’ Version 6.05,
developed by Geosolve.
The input and output data from the analyses are presented in Appendix A. Two sets of WALLAP
runs were carried out for each wall section considered, namely one for ULS (Ultimate Limit State)
conditions to check overall wall stability for the embedment length given with the other analysis
for SLS (Serviceability Limit State) conditions to calculate the induced bending moments and
shear forces.
The ULS calculations have been based on the 'Strength Factor' method, with factor M' set to 1.5
for un-drained parameters and 1.2 for drained parameters. These are in accordance with British
Standard, BS8002 (1994) and CIRIA report reference C580 (2003). This first analysis is mainly
to verify that the proposed embedment length, i.e. reinforced toe level, provides a nominal factor
of safety against failure. Bending and shear forces are un-factored in any subsequent structural
calculations. An allowance for over dig within the maximum excavation of 10% (or 0.5m
whichever is greater) of the retained height (below a temporary prop where employed) has also
been taken into account.
The SLS calculations have assumed moderately conservative soil parameters using a 'Strength
factor' of 1.0 and no allowance for possible over dig. This second calculation is to determine the
factored bending and shear forces for any subsequent structural calculations and to determine
the anticipated wall deflections.
Reinforcement calculations are based on the worst case bending moments and shear values
determined from the factored ULS and un-factored SLS calculations as indicated in Table 4 and
summarized in the wall reinforcement schedule, Table 5. Temporary and permanent prop forces
have been summarized in Table 6.
Details of the soil input values used in the analyses and output results are presented within the
WALLAP printouts, Appendix A.
Calculated wall displacements and corresponding program outputs may be considered to be an
upper bound estimate of long-term movements, due to the following factors:
(a)
Geotechnical parameters, pile stiffness and surcharges are considered to be reasonably
conservative values. A more accurate assessment of wall displacements would require
the input of 'actual' parameters to be obtained from more sophisticated laboratory testing.
(b)
The computer program does not consider the beneficial effects of structural elements such
as a capping beam in this instance.
Job No:
Design Ref: 15614
(c)
The computer program is a two-dimensional analysis program and does not consider the
beneficial effects of geometrical features such as internal or external wall corners which
increase its overall stiffness.
(d)
The computer program uses a Winkler spring analysis to determine the wall
displacements, in which springs are used to represent a continuum and there is no
transfer of shear stresses between springs. In general, the application of this concept
leads to an overestimation of structural deformations; hence the resulting displacements
may be over-predicted.
4.2
Individual Retaining Wall Pile Structural Analysis.
Reinforcement requirements have been analysed for the sheer forces and bending moments
indicated within the WALLAP outputs (Appendix A) and summarized in the wall schedule, (Table
4). The Oasys software program ‘ADCOL’ has been employed for this purpose and all bending
moments and shear force calculations have been carried out in accordance with BS 8110.
Helical shear reinforcement details have been calculated from an in house designed spread
sheet which calculates the shear reinforcement in accordance with BS 8110.
The results of the ‘ADCOL’ analyses together with the helical reinforcement spread sheet results
are given in Appendix B. For all cases the concrete grade has been taken as C35 and a worst
case axial load of 0kN considered.
PILEDESIGNS Ltd.
Page: 18
Project: Project Merion, Holland Park, LONDON
Date: 16/06/2014
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Table 4 – Results of Retaining Wall Analysis
Wall
Pile
Section Diameter
(mm)
600mm
secant
750mm
secant
900mm
secant
Pile
Spacing
(mm)
Calculated
SLS Results
SLS Results
Deflection
Bending Moments
Shear
(SLS)
Maximum
Ultimate Maximum Ultimate
x1.35
x1.35
(approx.)
(mm)
(kNm/m) (kNm/m) (kN/m)
(kN/m)
ULS Results
Bending Moments
Maximum Ultimate
x1.0
(kNm/m) (kNm/m)
ULS Results
Ultimate Design values
Shear
Per pile at spacing
Maximum Ultimate
Given
x1.0
Moment
Shear
(kN/m)
(kN/m)
(kNm)
(kN)
600
900
39.0
302.8
408.8
194.3
262.3
362.1
362.1
258.9
258.9
368
237
750
1100
40.0
401.0
541.4
318.3
429.7
580.6
580.6
310.7
310.7
639
473
900
1400
26.0
1006.1
1358.2
473.0
473.0
948.3
948.3
514.3
514.3
1902
720
Notes:
The worst case conditions have been analysed for this piling appraisal. As the design progresses it is expected that value engineering
can be applied to reduce the amount of steel and perhaps rationalise the piling down to 2 diameters only.
The use of contiguous bored piles might also give savings to the amount of steel and concrete.
PILEDESIGNS Ltd.
Page: 19
Project: Project Merion, Holland Park, LONDON
Date: 16/06/2014
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Table 5 – Details of Retaining Wall Piles (Stability criteria only)
Wall
Section
Pile
Diameter
Pile
Spacing
Assumed
Piling
Level
Retaining
Wall Pile
Length
Retaining
Wall Pile
Toe Level
Reinforcement
Main Bars
No
(mm)
(mm)
(m AOD)
(m)
Size
(m AOD)
(mm)
Length
Helical
Size @ Spacing
(m)
(mm) @
(mm)
600mm
Secant
600
900
23.0
12.0
11.0
9
B 32
12.0
B 10
250
750
1100
28.0
18.0
10.0
13
B 32
18.0
B 12
250
900
1400
29.0
19.0
10.0
16
B 40
19.0
B 12
250
750mm
Secant
900mm
Secant
Notes:
Retaining wall reinforcement lengths are for stability criteria only. Axial loading on the wall piles may result in longer lengths.
For ease of construction, economy and installation, composite reinforcement cages are likely to be employed.
PILEDESIGNS Ltd.
Page: 20
Project: Project Merion, Holland Park, LONDON
Date: 16/06/2014
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Table 6 – Details of Prop Forces
Wall
Section
Prop
Ref
Purpose of Prop
Level of Prop
(Temp/Perm)
(m AOD)
600mm
Secant
750mm
Secant
900mm
Secant
SLS Results
Prop Force
Un factored
Temp / Perm
(kN/m run)
ULS Results
Prop Force
Un factored
Temp / Perm
(kN/m run)
1
(Temp)
22.50
78
99
2
(Perm)
14.25
301
203
3
(Perm)
17.65
374
464
1
(Temp)
27.50
100
97
2
(Temp)
21.00
299
399
3
(Perm)
14.25
534
448
4
(Perm)
17.65
363
486
5
(Perm)
21.19
468
503
6
(Perm)
25.91
70
82
1
(Temp)
28.50
103
92
2
(Temp)
21.00
344
478
3
(Perm)
14.25
654
426
4
(Perm)
17.65
832
1020
5 (Virtual)
(Perm)
21.00
128
165
6 (Virtual)
(Perm)
25.00
216
262
Notes: Propping forces are given for information only. Temporary propping to be designed by a Temporary Works Design Engineer.
PILEDESIGNS Ltd.
Page: 21
PILEDESIGNS Ltd.
Page: 22
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
5.0
Job No:
Design Ref: 15614
SUMMARY OF RESULTS AND GENERAL COMMENTS
Summary results of the various retaining wall stability analyses are presented in Table 4. The
pile summary schedule indicating required pile lengths and reinforcement is presented in Table
5 whilst temporary and permanent prop forces are presented in Table 6.
Job No:
Design Ref: 15614
REFERENCES:
(1) BS 8002: 1994. Code of practice for earth retaining structures
(2) BS 8004: 1986. Code of practice for foundations
(3) BS 8110 – 1: 1997 (Rev.2005)
The detailed retaining wall analysis comprising the computer print outs from ‘WALLAP’ are
presented in Appendix A.
Reinforcement calculations comprising the computer printouts from the ‘ADCOL’ design
software and in-house designed link reinforcement spread sheet are presented in Appendix B.
(4) CIRIA C580 (2003). Embedded retaining walls – guidance for economic design.
PILEDESIGNS Ltd.
APPENDIX A
PILEDESIGNS Ltd.
APPENDIX A
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Job No:
Design Ref: 15614
APPENDIX A
Ref No
Description
A-ULS
A-SLS
WALLAP analysis for 600mm secant, stability and embedment.
WALLAP analysis for 600mm secant, moments and deflection.
B-ULS
B-SLS
WALLAP analysis for 750mm secant, stability and embedment.
WALLAP analysis for 750mm secant, moments and deflection.
C-ULS
C-SLS
WALLAP analysis for 900mm secant, stability and embedment.
WALLAP analysis for 900mm secant moments and deflection.
WALLAP analysis for 600mm secant, (ULS) stability and embedment.
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
INPUT DATA
Program: WALLAP
Version 6.05
SOIL PROFILE
Stratum
Elevation of
no.
top of stratum
1
23.00
2
22.50
3
14.00
------------------ Soil types ------------------Active side
Passive side
11 Made Ground ULS (D)
11 Made Ground ULS (D)
12 W.L.Clay ULS (U)
12 W.L.Clay ULS (U)
13 L.Clay ULS (U)
13 L.Clay ULS (U)
SOIL PROPERTIES
-- Soil type -No. Description
(Datum elev.)
1 Made Ground
SLS (D)
2 W. L. Clay
SLS (U)
3 L. Clay S..
(
14.00 )
4 W.L.Clay
SLS (D)
5 L.Clay SL..
(
14.00 )
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground
ULS (D)
12 W.L.Clay
ULS (U)
13 L.Clay UL..
(
14.00 )
14 W.L.Clay
ULS (D)
15 L.Clay UL..
(
14.00 )
Bulk
Young's
At rest Consol
density Modulus
coeff. state.
kN/m3 Eh,kN/m2
Ko
NC/OC
(dEh/dy ) (dKo/dy) ( Nu )
19.00
10000
0.500
OC
(0.200)
20.00
78000
1.000
OC
(0.490)
20.00
78000
1.250
OC
(
5526)
(0.490)
20.00
60060
1.000
OC
(0.200)
20.00
60060
1.250
OC
(
4255)
(0.200)
19.00
8334
20.00
20.00
(
20.00
20.00
(
0.577
52000
1.000
52000
3684)
40055
1.250
40055
2826)
1.000
1.250
OC
(0.200)
OC
(0.490)
OC
(0.490)
OC
(0.200)
OC
(0.200)
Active
limit
Ka
( Kac )
0.284
(0.000)
1.000
(2.000)
1.000
(2.000)
0.351
(1.391)
0.351
(1.391)
0.351
(0.000)
1.000
(2.000)
1.000
(2.000)
0.419
(1.528)
0.419
(1.528)
Passive
limit
Cohesion
Kp
kN/m2
( Kpc ) ( dc/dy )
4.369
( 0.000)
1.000
130.0u
( 2.000)
1.000
130.0u
( 2.000) ( 9.210)
3.253
0.0d
( 4.831)
3.253
5.000d
( 4.831)
3.253
( 0.000)
1.000
( 2.000)
1.000
( 2.000) (
2.597
( 4.198)
2.597
( 4.198)
86.70u
86.70u
6.140)
0.0d
4.160d
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp --Soil
Wall
BackSoil
Wall
Back------- Soil type ------- friction adhesion fill
friction adhesion fill
No. Description
angle
coeff.
angle
angle
coeff.
angle
1 Made Ground SLS (D)
30.00
0.666
0.00
30.00
0.500
0.00
2 W. L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
3 L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
4 W.L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
5 L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground ULS (D)
25.00
0.666
0.00
25.00
0.500
0.00
12 W.L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
13 L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
14 W.L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
15 L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
GROUND WATER CONDITIONS
Density of water = 10.00 kN/m3
Initial water table elevation
Active side
10.00
Passive side
10.00
Automatic water pressure balancing at toe of wall :
Water
Active side
press. ------------------------------profile Point
Elev.
Piezo
Water
no.
no.
elev.
press.
m
m
kN/m2
1
1
22.00
22.00
0.0
No
Passive side
------------------------------Point
Elev.
Piezo
Water
no.
elev.
press.
m
m
kN/m2
1
13.80
13.80
0.0
2
13.80
22.00
82.0
WALL PROPERTIES
Type of structure
Elevation of toe of wall
Maximum finite element length
Youngs modulus of wall E
Moment of inertia of wall I
E.I
Yield Moment of wall
STRUTS and ANCHORS
Strut/
anchor
Strut
no.
Elev. spacing
m
1
22.50
5.00
2
14.25
1.00
3
17.65
1.00
X-section
area
Youngs
of strut
modulus
sq.m
kN/m2
0.014000 2.800E+08
0.250000 1.400E+07
0.250000 1.400E+07
SURCHARGE LOADS
Surch
Distance
Length
-arge
from
parallel
no.
Elev.
wall
to wall
1
23.00
1.00(A)
25.00
2
23.00
2.00(A)
25.00
3
23.00
0.00(A)
25.00
4
13.80
-0.00(P)
25.00
Note: A = Active side,
=
=
=
=
=
=
=
Fully Embedded Wall
11.00
0.60 m
2.8000E+07 kN/m2
7.0686E-03 m4/m run
197921 kN.m2/m run
Not defined
Inclin
Free -ation
length (degs)
m
15.00
0.00
15.00
0.00
15.00
0.00
Prestress
/strut
kN
0
0
0
Tension
allowed
No
No
No
Width
Surcharge
Equiv. Partial
perpend. ----- kN/m2 ----- soil factor/
to wall Near edge Far edge type Category
1.00
5.00
=
N/A
N/A
6.00
20.00
=
N/A
N/A
1.00
5.00
=
N/A
N/A
15.00
82.00
=
N/A
N/A
P = Passive side
CONSTRUCTION STAGES
Construction
Stage description
stage no.
-------------------------------------------------------1
Apply surcharge no.1 at elevation 23.00
2
Apply surcharge no.2 at elevation 23.00
3
Change EI of wall to 197921 kN.m2/m run
Yield moment not defined
Reset wall displacements to zero at this stage
4
Excavate to elevation 22.00 on PASSIVE side
5
Install strut or anchor no.1 at elevation 22.50
6
Excavate to elevation 13.30 on PASSIVE side
7
Fill to elevation 13.80 on PASSIVE side with soil type 11
8
Install strut or anchor no.2 at elevation 14.25
9
Install strut or anchor no.3 at elevation 17.65
10
Change EI of wall to 216681 kN.m2/m run
From elevation 23.00 to 13.80
Yield moment not defined
Allow wall to relax with new modulus value
11
Remove strut or anchor no.1 at elevation 22.50
12
Apply surcharge no.3 at elevation 23.00
13
Change properties of soil type 12 to soil type 14
Ko pressures will not be reset
14
Change properties of soil type 13 to soil type 15
Ko pressures will not be reset
15
Apply surcharge no.4 at elevation 13.80
No analysis at this stage
16
Apply water pressure profile no.1
17
Change EI of wall to 108340 kN.m2/m run
From elevation 23.00 to 13.80
18
Yield moment not defined
No adjustments to wall displacements
Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.50
Parameters for undrained strata:
Minimum equivalent fluid density
Maximum depth of water filled tension crack
Bending moment and displacement
Method - Subgrade reaction
Open Tension Crack analysis?
Non-linear Modulus Parameter
=
=
5.00 kN/m3
0.00 m
calculation:
model using Influence Coefficients
- No
(L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall
Width of excavation on passive side of wall
= 20.00 m
= 20.00 m
Distance to rigid boundary on active side = 20.00 m
Distance to rigid boundary on passive side = 20.00 m
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options ------no.
Displacement
Active, Graph.
Bending mom.
Passive output
Shear force
pressures
1 Apply surcharge no.1 at elev. 23.00
No
No
No
2 Apply surcharge no.2 at elev. 23.00
No
No
No
3 Change EI of wall to 197921kN.m2/m run
No
No
No
4 Excav. to elev. 22.00 on PASSIVE side
No
No
No
5 Install strut no.1 at elev. 22.50
No
No
No
6 Excav. to elev. 13.30 on PASSIVE side
No
No
No
7 Fill to elev. 13.80 on PASSIVE side
Yes
No
Yes
8 Install strut no.2 at elev. 14.25
No
No
No
9 Install strut no.3 at elev. 17.65
No
No
No
10 Change EI of wall to 216681kN.m2/m run
No
No
No
11 Remove strut no.1 at elev. 22.50
No
No
No
12 Apply surcharge no.3 at elev. 23.00
No
No
No
13 Change soil type 12 to soil type 14
No
No
No
14 Change soil type 13 to soil type 15
No
No
No
15 Apply surcharge no.4 at elev. 13.80
No
No
No
16 Apply water pressure profile no.1
No
No
No
17 Change EI of wall to 108340kN.m2/m run
No
No
No
18 Change EI of wall to 98960kN.m2/m run
Yes
No
Yes
* Summary output
Yes
Yes
Program WALLAP - Copyright (C) 2012 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 7
Fill to elevation 13.80 on PASSIVE side with soil type 11
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
7
--- G.L. --Act.
Pass.
23.00
13.80
Strut
Elev.
22.50
FoS for toe
elev. =
11.00
--------------Factor Moment
of
equilib.
Safety at elev.
1.478
n/a
Toe elev. for
FoS = 1.500
------------Toe
Wall
elev. Penetr
-ation
***
***
Legend: *** Result not found
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 3
Node
no.
Y
coord
Nett
pressure
kN/m2
1
23.00
0.00
2
22.50
3.44
2.50
3
22.00
5.00
4
21.50
7.50
5
21.00
10.00
6
20.40
13.00
7
19.80
16.00
8
19.20
19.00
9
18.60
22.00
10
18.13
24.38
11
17.65
26.75
12
17.23
28.87
13
16.80
31.01
14
16.20
34.26
15
15.60
37.59
16
15.00
40.99
17
14.63
43.15
18
14.25
45.34
19
14.00
46.82
51.16
20
13.80
60.59
21
13.30
83.12
-102.07
22
12.95
-93.12
23
12.60
-82.97
24
12.00
-63.24
25
11.50
-44.87
26
11.00
-24.93
Strut force at elev.
Wall
disp.
m
0.000
0.004
0.004
0.007
0.010
0.013
0.017
0.020
0.023
0.025
0.026
0.028
0.028
0.028
0.028
0.027
0.026
0.025
0.024
0.023
0.023
0.022
0.019
0.019
0.018
0.016
0.013
0.010
0.007
22.50 =
Wall
rotation
rad.
-6.67E-03
-6.67E-03
-6.67E-03
-6.61E-03
-6.43E-03
-6.13E-03
-5.64E-03
-5.00E-03
-4.23E-03
-3.35E-03
-2.58E-03
-1.78E-03
-1.03E-03
-2.72E-04
8.03E-04
1.84E-03
2.82E-03
3.38E-03
3.88E-03
4.18E-03
4.18E-03
4.40E-03
4.82E-03
4.82E-03
5.02E-03
5.15E-03
5.26E-03
5.28E-03
5.29E-03
98.72 kN/m
Shear
force
kN/m
0.0
0.9
-97.9
-96.0
-92.9
-88.5
-81.6
-72.9
-62.4
-50.1
-39.1
-26.9
-15.1
-2.4
17.2
38.7
62.3
78.1
94.7
106.2
106.2
117.4
153.3
153.3
119.2
88.3
44.5
17.4
0.0
run =
Bending
Strut
moment
forces
kN.m/m
kN/m
-0.0
0.2
98.7
0.2
-47.8
-95.1
-140.4
-191.5
-238.0
-278.6
-312.4
-333.6
-349.3
-358.3
-362.1
-357.7
-341.1
-310.9
-284.6
-252.3
-227.2
-227.2
-204.9
-138.2
-138.2
-90.9
-54.9
-17.1
-2.9
0.0
493.61 kN/strut
EI of
wall
kN.m2/m
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
---
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 18
Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Program: WALLAP
Version 6.05
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
18
--- G.L. --Act.
Pass.
23.00
13.80
Strut
Elev.
FoS for toe
Toe elev. for
elev. =
11.00
FoS = 1.500
--------------------------Factor Moment
Toe
Wall
of
equilib.
elev. Penetr
Safety at elev.
-ation
More than one strut
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 3
Node
no.
Y
coord
1
2
23.00
22.50
3
4
5
6
7
8
9
10
11
22.00
21.50
21.00
20.40
19.80
19.20
18.60
18.13
17.65
12
13
14
15
16
17
18
17.23
16.80
16.20
15.60
15.00
14.63
14.25
19
14.00
20
13.80
21
13.30
22
12.95
Nett
pressure
kN/m2
1.76
5.12
6.11
10.51
17.98
25.81
36.25
46.52
56.56
66.26
73.62
80.61
80.61
87.34
94.14
103.63
113.06
122.42
128.19
133.84
133.84
137.53
131.17
134.03
52.03
41.10
24.83
16.93
Wall
disp.
m
0.050
0.048
0.048
0.046
0.044
0.042
0.039
0.037
0.035
0.032
0.031
0.030
0.030
0.029
0.028
0.027
0.026
0.025
0.025
0.024
0.024
0.024
0.024
0.024
0.024
0.023
0.023
0.023
Wall
rotation
rad.
4.18E-03
4.18E-03
4.18E-03
4.18E-03
4.18E-03
4.17E-03
4.14E-03
4.04E-03
3.83E-03
3.47E-03
3.03E-03
2.42E-03
2.42E-03
1.90E-03
1.55E-03
1.32E-03
1.30E-03
1.37E-03
1.41E-03
1.41E-03
1.41E-03
1.41E-03
1.41E-03
1.41E-03
1.41E-03
1.40E-03
1.40E-03
1.41E-03
Shear
force
kN/m
0.0
1.7
1.7
5.9
13.0
23.9
42.6
67.4
98.3
135.2
168.4
205.0
-258.9
-223.2
-184.6
-125.3
-60.3
10.4
57.4
106.5
-96.0
-62.1
-62.1
-35.6
-35.6
-12.3
-12.3
-5.0
Bending
moment
kN.m/m
0.0
0.4
0.4
2.7
7.3
16.6
36.2
68.9
118.4
188.2
260.1
348.7
348.7
246.1
159.0
65.1
8.6
-6.7
6.0
36.7
36.7
17.0
17.0
7.2
7.2
-4.4
-4.4
-7.4
Strut
forces
kN/m
EI of
wall
kN.m2/m
108340
108340
463.9
108340
108340
108340
108340
108340
108340
108340
108340
108340
202.5
108340
108340
108340
108340
108340
108340
108340
108340
98960
98960
98960
Run ID. 600mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------(continued)
Stage No.18 Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Node
no.
Y
coord
Nett
pressure
kN/m2
23
12.60
8.92
24
12.00
5.38
25
11.50
3.75
26
11.00
-28.29
Strut force at elev.
Strut force at elev.
Wall
disp.
m
0.022
0.021
0.020
0.020
17.65 =
14.25 =
Wall
rotation
rad.
1.42E-03
1.44E-03
1.44E-03
1.44E-03
463.88 kN/m
202.48 kN/m
Shear
force
kN/m
-0.4
3.9
6.1
0.0
run =
run =
Bending
Strut
moment
forces
kN.m/m
kN/m
-8.2
-2.6
0.4
0.0
463.88 kN/strut
202.48 kN/strut
EI of
wall
kN.m2/m
98960
98960
98960
---
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe
Toe elev. for
elev. =
11.00
FoS = 1.500
--------------------------Stage --- G.L. --Strut
Factor Moment
Toe
Wall
No.
Act.
Pass.
Elev.
of
equilib.
elev. Penetr
Safety at elev.
-ation
1
23.00
23.00
Cant. Conditions not suitable for FoS calc.
2
23.00
23.00
Cant. Conditions not suitable for FoS calc.
3
23.00
23.00
No analysis at this stage
4
23.00
22.00
Cant. 12.307
11.09
21.93
0.07
5
23.00
22.00
No analysis at this stage
6
23.00
13.30
22.50
1.433
n/a
***
***
7
23.00
13.80
22.50
1.478
n/a
***
***
8
23.00
13.80
No analysis at this stage
All remaining stages have more than one strut - FoS calculation n/a
Legend: *** Result not found
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
Version 6.05
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
Bending moment, shear force and displacement envelopes
Node
Y
Displacement
Bending moment
no. coord
maximum
minimum
maximum
minimum
m
m
kN.m/m
kN.m/m
1
23.00
0.050
0.000
0.0
-0.0
2
22.50
0.048
0.000
0.5
0.0
3
22.00
0.046
0.000
3.5
-47.8
4
21.50
0.044
0.000
9.6
-95.1
5
21.00
0.042
0.000
20.4
-140.4
6
20.40
0.039
0.000
41.1
-191.5
7
19.80
0.037
0.000
72.1
-238.0
8
19.20
0.035
0.000
118.4
-278.6
9
18.60
0.032
0.000
188.2
-312.4
10
18.13
0.031
0.000
260.1
-333.6
11
17.65
0.030
0.000
348.7
-349.3
12
17.23
0.029
0.000
246.1
-358.3
13
16.80
0.028
0.000
159.0
-362.1
14
16.20
0.028
0.000
65.1
-357.7
15
15.60
0.027
0.000
8.6
-341.1
16
15.00
0.026
0.000
0.0
-310.9
17
14.63
0.025
0.000
6.0
-284.6
18
14.25
0.024
0.000
36.7
-252.3
19
14.00
0.024
0.000
17.0
-227.2
20
13.80
0.024
0.000
7.2
-204.9
21
13.30
0.023
0.000
0.0
-138.2
22
12.95
0.023
0.000
0.0
-91.4
23
12.60
0.022
0.000
0.0
-59.1
24
12.00
0.021
0.000
0.0
-25.9
25
11.50
0.020
0.000
0.4
-8.3
26
11.00
0.020
0.000
0.0
-0.0
Shear force
maximum
minimum
kN/m
kN/m
0.0
0.0
2.1
-97.9
8.2
-96.0
16.5
-92.9
27.0
-88.5
42.6
-81.6
67.4
-72.9
98.3
-62.4
135.2
-50.1
168.4
-39.1
205.0
-258.9
0.3
-223.2
0.5
-184.6
17.5
-139.0
38.8
-99.4
62.3
-56.2
78.1
-28.2
106.5
-96.0
106.2
-62.1
117.4
-35.6
153.3
-12.3
119.2
-5.0
88.3
-0.4
45.3
-0.0
26.4
-0.0
0.0
-0.0
Run ID. 600mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Maximum and minimum bending moment and shear force at each stage
Stage --------- Bending moment ----------------- Shear force ---------no.
maximum
elev.
minimum
elev.
maximum
elev.
minimum
elev.
kN.m/m
kN.m/m
kN/m
kN/m
1
0.0
13.30
-0.6
19.80
0.2
18.13
-0.4
21.50
2
0.0
22.50
-5.5
17.65
1.2
13.80
-2.0
21.00
3
No calculation at this stage
4
3.2
21.00
-5.3
15.60
3.7
22.00
-2.5
19.20
5
No calculation at this stage
6
0.2
22.50
-359.7
16.80
150.8
13.30
-97.5
22.50
7
0.2
22.50
-362.1
16.80
153.3
13.30
-97.9
22.50
8
No calculation at this stage
9
No calculation at this stage
10
0.2
22.50
-362.1
16.80
153.3
13.30
-97.9
22.50
11
129.5
17.65
-175.9
14.63
100.6
13.30
-170.4
17.65
12
134.5
17.65
-175.8
14.63
100.6
13.30
-173.2
17.65
13
253.4
17.65
-149.8
14.25
137.6
17.65
-219.5
17.65
14
294.8
17.65
-57.4
13.30
151.5
17.65
-198.2
17.65
15
No calculation at this stage
16
348.7
17.65
-8.2
12.60
205.0
17.65
-258.9
17.65
17
No calculation at this stage
18
348.7
17.65
-8.2
12.60
205.0
17.65
-258.9
17.65
Maximum and minimum displacement at each stage
Stage -------- Displacement --------Stage description
no. maximum elev.
minimum elev.
----------------m
m
1
0.000
19.80
0.000
23.00
Apply surcharge no.1 at elev. 23.00
2
0.001
15.60
0.000
23.00
Apply surcharge no.2 at elev. 23.00
3
Wall displacements reset to zero Change EI of wall to 197921kN.m2/m run
4
0.002
23.00
0.000
23.00
Excav. to elev. 22.00 on PASSIVE side
5
No calculation at this stage
Install strut no.1 at elev. 22.50
6
0.028
16.80
0.000
23.00
Excav. to elev. 13.30 on PASSIVE side
7
0.028
16.80
0.000
23.00
Fill to elev. 13.80 on PASSIVE side
8
No calculation at this stage
Install strut no.2 at elev. 14.25
9
No calculation at this stage
Install strut no.3 at elev. 17.65
10
0.028
16.80
0.000
23.00
Change EI of wall to 216681kN.m2/m run
11
0.040
23.00
0.000
23.00
Remove strut no.1 at elev. 22.50
12
0.040
23.00
0.000
23.00
Apply surcharge no.3 at elev. 23.00
13
0.049
23.00
0.000
23.00
Change soil type 12 to soil type 14
14
0.048
23.00
0.000
23.00
Change soil type 13 to soil type 15
15
No calculation at this stage
Apply surcharge no.4 at elev. 13.80
16
0.050
23.00
0.000
23.00
Apply water pressure profile no.1
17
No calculation at this stage
Change EI of wall to 108340kN.m2/m run
18
0.050
23.00
0.000
23.00
Change EI of wall to 98960kN.m2/m run
Run ID. 600mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Strut forces at each stage
Stage
no.
6
7
10
11
12
13
14
16
18
--- Strut no. 1 --at elev. 22.50
kN/m run kN/strut
98.31
491.56
98.72
493.61
98.72
493.61
-------------------------
(horizontal components)
--- Strut no. 2 --at elev. 14.25
kN/m run kN/strut
--------0.00
0.00
slack
slack
slack
slack
slack
slack
72.45
72.45
202.48
202.48
202.48
202.48
--- Strut no. 3 --at elev. 17.65
kN/m run kN/strut
--------0.00
0.00
242.18
242.18
246.80
246.80
357.13
357.13
349.73
349.73
463.88
463.88
463.88
463.88
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
PILEDESIGNS Ltd.
APPENDIX A
PILEDESIGNS Ltd.
APPENDIX A
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Job No:
Design Ref: 15614
WALLAP analysis for 600mm secant (SLS), moments and deflection.
WALLAP analysis for 750mm secant (ULS), stability and embedment.
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
INPUT DATA
Program: WALLAP
Version 6.05
SOIL PROFILE
Stratum
Elevation of
no.
top of stratum
1
23.00
2
22.50
3
14.00
------------------ Soil types ------------------Active side
Passive side
1 Made Ground SLS (D)
1 Made Ground SLS (D)
2 W. L. Clay SLS (U)
2 W. L. Clay SLS (U)
3 L. Clay SLS (U)
3 L. Clay SLS (U)
SOIL PROPERTIES
-- Soil type -No. Description
(Datum elev.)
1 Made Ground
SLS (D)
2 W. L. Clay
SLS (U)
3 L. Clay S..
(
14.00 )
4 W.L.Clay
SLS (D)
5 L.Clay SL..
(
14.00 )
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground
ULS (D)
12 W.L.Clay
ULS (U)
13 L.Clay UL..
(
14.00 )
14 W.L.Clay
ULS (D)
15 L.Clay UL..
(
14.00 )
Bulk
Young's
At rest Consol
density Modulus
coeff. state.
kN/m3 Eh,kN/m2
Ko
NC/OC
(dEh/dy ) (dKo/dy) ( Nu )
19.00
10000
0.500
OC
(0.200)
20.00
78000
1.000
OC
(0.490)
20.00
78000
1.250
OC
(
5526)
(0.490)
20.00
60060
1.000
OC
(0.200)
20.00
60060
1.250
OC
(
4255)
(0.200)
19.00
8334
20.00
20.00
(
20.00
20.00
(
0.577
52000
1.000
52000
3684)
40055
1.250
40055
2826)
1.000
1.250
OC
(0.200)
OC
(0.490)
OC
(0.490)
OC
(0.200)
OC
(0.200)
Active
limit
Ka
( Kac )
0.284
(0.000)
1.000
(2.000)
1.000
(2.000)
0.351
(1.391)
0.351
(1.391)
0.351
(0.000)
1.000
(2.000)
1.000
(2.000)
0.419
(1.528)
0.419
(1.528)
Passive
limit
Cohesion
Kp
kN/m2
( Kpc ) ( dc/dy )
4.369
( 0.000)
1.000
130.0u
( 2.000)
1.000
130.0u
( 2.000) ( 9.210)
3.253
0.0d
( 4.831)
3.253
5.000d
( 4.831)
3.253
( 0.000)
1.000
( 2.000)
1.000
( 2.000) (
2.597
( 4.198)
2.597
( 4.198)
86.70u
86.70u
6.140)
0.0d
4.160d
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp --Soil
Wall
BackSoil
Wall
Back------- Soil type ------- friction adhesion fill
friction adhesion fill
No. Description
angle
coeff.
angle
angle
coeff.
angle
1 Made Ground SLS (D)
30.00
0.666
0.00
30.00
0.500
0.00
2 W. L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
3 L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
4 W.L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
5 L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground ULS (D)
25.00
0.666
0.00
25.00
0.500
0.00
12 W.L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
13 L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
14 W.L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
15 L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
GROUND WATER CONDITIONS
Density of water = 10.00 kN/m3
Initial water table elevation
Active side
10.00
Passive side
10.00
Automatic water pressure balancing at toe of wall :
Water
Active side
press. ------------------------------profile Point
Elev.
Piezo
Water
no.
no.
elev.
press.
m
m
kN/m2
1
1
22.00
22.00
0.0
No
Passive side
------------------------------Point
Elev.
Piezo
Water
no.
elev.
press.
m
m
kN/m2
1
13.80
13.80
0.0
2
13.80
22.00
82.0
WALL PROPERTIES
Type of structure
Elevation of toe of wall
Maximum finite element length
Youngs modulus of wall E
Moment of inertia of wall I
E.I
Yield Moment of wall
STRUTS and ANCHORS
Strut/
anchor
Strut
no.
Elev. spacing
m
1
22.50
5.00
2
14.25
1.00
3
17.65
1.00
X-section
area
Youngs
of strut
modulus
sq.m
kN/m2
0.014000 2.800E+08
0.250000 1.400E+07
0.250000 1.400E+07
SURCHARGE LOADS
Surch
Distance
Length
-arge
from
parallel
no.
Elev.
wall
to wall
1
23.00
1.00(A)
25.00
2
23.00
2.00(A)
25.00
3
23.00
0.00(A)
25.00
4
13.80
-0.00(P)
25.00
Note: A = Active side,
=
=
=
=
=
=
=
Fully Embedded Wall
11.00
0.60 m
2.8000E+07 kN/m2
7.0686E-03 m4/m run
197921 kN.m2/m run
Not defined
Inclin
Free -ation
length (degs)
m
15.00
0.00
15.00
0.00
15.00
0.00
Prestress
/strut
kN
0
0
0
Tension
allowed
No
No
No
Width
Surcharge
Equiv. Partial
perpend. ----- kN/m2 ----- soil factor/
to wall Near edge Far edge type Category
1.00
5.00
=
N/A
N/A
6.00
20.00
=
N/A
N/A
1.00
5.00
=
N/A
N/A
15.00
82.00
=
N/A
N/A
P = Passive side
CONSTRUCTION STAGES
Construction
Stage description
stage no.
-------------------------------------------------------1
Apply surcharge no.1 at elevation 23.00
2
Apply surcharge no.2 at elevation 23.00
3
Change EI of wall to 197921 kN.m2/m run
Yield moment not defined
Reset wall displacements to zero at this stage
4
Excavate to elevation 22.00 on PASSIVE side
5
Install strut or anchor no.1 at elevation 22.50
6
Excavate to elevation 13.80 on PASSIVE side
7
Install strut or anchor no.2 at elevation 14.25
8
Install strut or anchor no.3 at elevation 17.65
9
Change EI of wall to 216681 kN.m2/m run
From elevation 23.00 to 13.80
Yield moment not defined
Allow wall to relax with new modulus value
10
Remove strut or anchor no.1 at elevation 22.50
11
Apply surcharge no.3 at elevation 23.00
12
Change properties of soil type 2 to soil type 4
Ko pressures will not be reset
13
Change properties of soil type 3 to soil type 5
Ko pressures will not be reset
14
Apply surcharge no.4 at elevation 13.80
No analysis at this stage
15
Apply water pressure profile no.1
16
Change EI of wall to 108340 kN.m2/m run
From elevation 23.00 to 13.80
Yield moment not defined
17
No adjustments to wall displacements
Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.50
Parameters for undrained strata:
Minimum equivalent fluid density
Maximum depth of water filled tension crack
Bending moment and displacement
Method - Subgrade reaction
Open Tension Crack analysis?
Non-linear Modulus Parameter
=
=
5.00 kN/m3
0.00 m
calculation:
model using Influence Coefficients
- No
(L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall
Width of excavation on passive side of wall
= 20.00 m
= 20.00 m
Distance to rigid boundary on active side = 20.00 m
Distance to rigid boundary on passive side = 20.00 m
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options ------no.
Displacement
Active, Graph.
Bending mom.
Passive output
Shear force
pressures
1 Apply surcharge no.1 at elev. 23.00
No
No
No
2 Apply surcharge no.2 at elev. 23.00
No
No
No
3 Change EI of wall to 197921kN.m2/m run
No
No
No
4 Excav. to elev. 22.00 on PASSIVE side
No
No
No
5 Install strut no.1 at elev. 22.50
No
No
No
6 Excav. to elev. 13.80 on PASSIVE side
Yes
No
Yes
7 Install strut no.2 at elev. 14.25
No
No
No
8 Install strut no.3 at elev. 17.65
No
No
No
9 Change EI of wall to 216681kN.m2/m run
No
No
No
10 Remove strut no.1 at elev. 22.50
No
No
No
11 Apply surcharge no.3 at elev. 23.00
No
No
No
12 Change soil type 2 to soil type 4
No
No
No
13 Change soil type 3 to soil type 5
No
No
No
14 Apply surcharge no.4 at elev. 13.80
No
No
No
15 Apply water pressure profile no.1
No
No
No
16 Change EI of wall to 108340kN.m2/m run
No
No
No
17 Change EI of wall to 98960kN.m2/m run
Yes
No
Yes
* Summary output
Yes
Yes
Program WALLAP - Copyright (C) 2012 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 6
Excavate to elevation 13.80 on PASSIVE side
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
6
--- G.L. --Act.
Pass.
23.00
13.80
Strut
Elev.
22.50
FoS for toe
elev. =
11.00
--------------Factor Moment
of
equilib.
Safety at elev.
2.348
n/a
Toe elev. for
FoS = 1.500
------------Toe
Wall
elev. Penetr
-ation
12.90
0.90
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 3
Node
no.
Y
coord
Nett
pressure
kN/m2
1
23.00
0.00
2
22.50
2.78
2.50
3
22.00
5.00
4
21.50
7.50
5
21.00
10.00
6
20.40
13.00
7
19.80
16.00
8
19.20
19.00
9
18.60
22.00
10
18.13
24.38
11
17.65
26.75
12
17.23
28.87
13
16.80
31.00
14
16.20
34.00
15
15.60
37.00
16
15.00
40.00
17
14.63
41.87
18
14.25
44.27
19
14.00
58.67
103.55
20
13.80
114.47
-149.21
21
13.20
-138.02
22
12.60
-98.45
23
12.00
-21.76
24
11.50
44.13
25
11.00
113.24
Strut force at elev.
Wall
disp.
m
0.001
0.003
0.003
0.005
0.007
0.009
0.011
0.012
0.014
0.015
0.016
0.016
0.016
0.016
0.015
0.014
0.013
0.012
0.011
0.010
0.010
0.010
0.010
0.008
0.006
0.004
0.003
0.002
22.50 =
Wall
rotation
rad.
-4.09E-03
-4.09E-03
-4.09E-03
-4.04E-03
-3.90E-03
-3.67E-03
-3.29E-03
-2.79E-03
-2.21E-03
-1.55E-03
-9.91E-04
-4.09E-04
1.18E-04
6.41E-04
1.34E-03
1.98E-03
2.51E-03
2.78E-03
2.96E-03
3.05E-03
3.05E-03
3.08E-03
3.08E-03
3.06E-03
2.90E-03
2.75E-03
2.68E-03
2.66E-03
78.00 kN/m
Shear
force
kN/m
0.0
0.7
-77.3
-75.4
-72.3
-67.9
-61.0
-52.3
-41.8
-29.5
-18.5
-6.4
5.4
18.2
37.7
59.0
82.1
97.4
113.6
126.4
126.4
148.2
148.2
62.1
-8.9
-44.9
-39.3
0.0
run =
Bending
Strut
moment
forces
kN.m/m
kN/m
0.0
0.2
78.0
0.2
-37.6
-74.5
-109.7
-148.4
-182.5
-210.8
-232.3
-243.7
-249.7
-249.9
-244.9
-228.3
-199.4
-157.2
-123.5
-81.1
-51.2
-51.2
-23.8
-23.8
37.8
62.4
39.4
14.2
-0.0
390.01 kN/strut
EI of
wall
kN.m2/m
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
197921
---
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 17
Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Program: WALLAP
Version 6.05
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
17
--- G.L. --Act.
Pass.
23.00
13.80
Strut
Elev.
FoS for toe
Toe elev. for
elev. =
11.00
FoS = 1.500
--------------------------Factor Moment
Toe
Wall
of
equilib.
elev. Penetr
Safety at elev.
-ation
More than one strut
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 3
Node
no.
Y
coord
1
2
23.00
22.50
3
4
5
6
7
8
9
10
11
22.00
21.50
21.00
20.40
19.80
19.20
18.60
18.13
17.65
12
13
14
15
16
17
18
17.23
16.80
16.20
15.60
15.00
14.63
14.25
19
14.00
20
13.80
21
22
23
13.20
12.60
12.00
Nett
pressure
kN/m2
1.42
4.14
5.13
8.82
15.90
23.04
31.58
40.05
48.43
57.76
65.26
72.31
72.31
78.34
84.72
97.08
104.33
110.37
115.36
120.11
120.11
123.10
154.87
161.04
54.88
47.38
39.89
32.88
Wall
disp.
m
0.039
0.037
0.037
0.035
0.033
0.031
0.028
0.026
0.023
0.021
0.019
0.018
0.018
0.017
0.016
0.015
0.014
0.013
0.013
0.012
0.012
0.012
0.012
0.012
0.012
0.012
0.011
0.011
Wall
rotation
rad.
4.30E-03
4.30E-03
4.30E-03
4.30E-03
4.31E-03
4.30E-03
4.27E-03
4.18E-03
3.99E-03
3.67E-03
3.28E-03
2.75E-03
2.75E-03
2.26E-03
1.92E-03
1.60E-03
1.39E-03
1.20E-03
1.04E-03
8.16E-04
8.16E-04
6.54E-04
6.54E-04
5.50E-04
5.50E-04
3.10E-04
1.80E-04
1.16E-04
Shear
force
kN/m
0.0
1.4
1.4
4.9
11.1
20.8
37.2
58.7
85.2
117.1
146.3
179.0
-194.3
-162.3
-127.6
-73.1
-12.7
51.7
94.1
138.2
-162.2
-131.8
-131.8
-100.2
-100.2
-69.5
-43.3
-21.5
Bending
moment
kN.m/m
0.0
0.3
0.3
2.3
6.2
14.0
31.1
59.7
102.7
163.4
225.7
302.8
302.8
227.0
164.9
103.9
77.9
88.9
116.3
162.8
162.8
126.0
126.0
102.8
102.8
53.0
31.4
9.7
Strut
forces
kN/m
EI of
wall
kN.m2/m
108340
108340
373.2
108340
108340
108340
108340
108340
108340
108340
108340
108340
300.4
108340
108340
108340
108340
108340
108340
108340
108340
98960
98960
98960
98960
Run ID. 600mm Secant SLS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------(continued)
Stage No.17 Change EI of wall to 98960 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Node
no.
Y
coord
Nett
pressure
kN/m2
24
11.50
25.85
25
11.00
1.33
Strut force at elev.
Strut force at elev.
Wall
disp.
m
0.011
0.011
17.65 =
14.25 =
Wall
rotation
rad.
1.02E-04
1.00E-04
373.24 kN/m
300.38 kN/m
Shear
force
kN/m
-6.8
0.0
run =
run =
Bending
Strut
moment
forces
kN.m/m
kN/m
1.3
-0.0
373.24 kN/strut
300.38 kN/strut
EI of
wall
kN.m2/m
98960
---
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe
Toe elev. for
elev. =
11.00
FoS = 1.500
--------------------------Stage --- G.L. --Strut
Factor Moment
Toe
Wall
No.
Act.
Pass.
Elev.
of
equilib.
elev. Penetr
Safety at elev.
-ation
1
23.00
23.00
Cant. Conditions not suitable for FoS calc.
2
23.00
23.00
Cant. Conditions not suitable for FoS calc.
3
23.00
23.00
No analysis at this stage
4
23.00
22.00
Cant. 18.449
11.09
21.96
0.04
5
23.00
22.00
No analysis at this stage
6
23.00
13.80
22.50
2.348
n/a
12.90
0.90
7
23.00
13.80
No analysis at this stage
All remaining stages have more than one strut - FoS calculation n/a
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
Version 6.05
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
Bending moment, shear force and displacement envelopes
Node
Y
Displacement
Bending moment
no. coord
maximum
minimum
maximum
minimum
m
m
kN.m/m
kN.m/m
1
23.00
0.039
0.000
0.0
0.0
2
22.50
0.037
0.000
0.4
0.0
3
22.00
0.035
0.000
2.7
-37.6
4
21.50
0.033
0.000
7.3
-74.5
5
21.00
0.031
0.000
15.7
-109.7
6
20.40
0.028
0.000
32.0
-148.4
7
19.80
0.026
0.000
59.7
-182.5
8
19.20
0.023
0.000
102.7
-210.8
9
18.60
0.021
0.000
163.4
-232.3
10
18.13
0.019
0.000
225.7
-243.7
11
17.65
0.018
0.000
302.8
-249.7
12
17.23
0.017
0.000
227.0
-249.9
13
16.80
0.016
0.000
164.9
-244.9
14
16.20
0.015
0.000
103.9
-228.3
15
15.60
0.014
0.000
77.9
-199.4
16
15.00
0.013
0.000
88.9
-157.2
17
14.63
0.013
0.000
116.3
-123.5
18
14.25
0.012
0.000
162.8
-81.1
19
14.00
0.012
0.000
126.0
-51.2
20
13.80
0.012
0.000
102.8
-23.8
21
13.20
0.012
0.000
53.0
-9.6
22
12.60
0.011
0.000
62.4
-7.6
23
12.00
0.011
0.000
39.4
-7.8
24
11.50
0.011
0.000
14.2
-3.4
25
11.00
0.011
0.000
0.0
-0.0
Shear force
maximum
minimum
kN/m
kN/m
0.0
0.0
1.6
-77.3
6.1
-75.4
12.6
-72.3
21.0
-67.9
37.2
-61.0
58.7
-52.3
85.2
-41.8
117.1
-29.5
146.3
-18.5
179.0
-194.3
5.4
-162.3
18.2
-127.6
37.7
-94.5
59.0
-56.2
82.1
-15.0
97.4
0.0
138.2
-162.2
126.4
-131.8
148.2
-100.2
62.1
-69.5
1.5
-43.3
10.2
-44.9
12.0
-39.3
0.0
-0.0
Run ID. 600mm Secant SLS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Maximum and minimum bending moment and shear force at each stage
Stage --------- Bending moment ----------------- Shear force ---------no.
maximum
elev.
minimum
elev.
maximum
elev.
minimum
elev.
kN.m/m
kN.m/m
kN/m
kN/m
1
0.0
13.80
-0.5
19.80
0.2
18.13
-0.3
21.50
2
0.0
22.50
-4.0
18.13
0.9
13.80
-1.6
21.00
3
No calculation at this stage
4
3.1
21.00
-4.1
15.60
3.6
22.00
-2.1
19.20
5
No calculation at this stage
6
62.4
12.60
-249.9
17.23
148.2
13.80
-77.3
22.50
7
No calculation at this stage
8
No calculation at this stage
9
62.4
12.60
-249.9
17.23
148.2
13.80
-77.3
22.50
10
128.6
17.65
-70.1
15.00
95.6
13.80
-131.2
17.65
11
132.6
17.65
-70.0
15.00
95.6
13.80
-133.6
17.65
12
212.5
17.65
-47.4
14.63
115.5
17.65
-164.6
17.65
13
238.8
17.65
-9.6
13.20
125.1
17.65
-138.5
17.65
14
No calculation at this stage
15
302.8
17.65
-0.0
11.00
179.0
17.65
-194.3
17.65
16
No calculation at this stage
17
302.8
17.65
-0.0
11.00
179.0
17.65
-194.3
17.65
Maximum and minimum displacement at each stage
Stage -------- Displacement --------Stage description
no. maximum elev.
minimum elev.
----------------m
m
1
0.000
19.80
0.000
23.00
Apply surcharge no.1 at elev. 23.00
2
0.000
16.20
0.000
23.00
Apply surcharge no.2 at elev. 23.00
3
Wall displacements reset to zero Change EI of wall to 197921kN.m2/m run
4
0.001
23.00
0.000
23.00
Excav. to elev. 22.00 on PASSIVE side
5
No calculation at this stage
Install strut no.1 at elev. 22.50
6
0.016
17.23
0.000
23.00
Excav. to elev. 13.80 on PASSIVE side
7
No calculation at this stage
Install strut no.2 at elev. 14.25
8
No calculation at this stage
Install strut no.3 at elev. 17.65
9
0.016
17.23
0.000
23.00
Change EI of wall to 216681kN.m2/m run
10
0.031
23.00
0.000
23.00
Remove strut no.1 at elev. 22.50
11
0.031
23.00
0.000
23.00
Apply surcharge no.3 at elev. 23.00
12
0.037
23.00
0.000
23.00
Change soil type 2 to soil type 4
13
0.036
23.00
0.000
23.00
Change soil type 3 to soil type 5
14
No calculation at this stage
Apply surcharge no.4 at elev. 13.80
15
0.039
23.00
0.000
23.00
Apply water pressure profile no.1
16
No calculation at this stage
Change EI of wall to 108340kN.m2/m run
17
0.039
23.00
0.000
23.00
Change EI of wall to 98960kN.m2/m run
Run ID. 600mm Secant SLS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Strut forces at each stage
Stage
no.
6
9
10
11
12
13
15
17
--- Strut no. 1 --at elev. 22.50
kN/m run kN/strut
78.00
390.01
78.00
390.01
-------------------------
(horizontal components)
--- Strut no. 2 --at elev. 14.25
kN/m run kN/strut
----0.00
0.00
slack
slack
slack
slack
slack
slack
155.66
155.66
300.38
300.38
300.38
300.38
--- Strut no. 3 --at elev. 17.65
kN/m run kN/strut
----0.00
0.00
202.81
202.81
206.58
206.58
280.09
280.09
263.61
263.61
373.24
373.24
373.24
373.24
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 600mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 600mm dia @ 900mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
INPUT DATA
Program: WALLAP
Version 6.05
SOIL PROFILE
Stratum
Elevation of
no.
top of stratum
1
28.00
2
27.50
3
14.00
------------------ Soil types ------------------Active side
Passive side
11 Made Ground ULS (D)
11 Made Ground ULS (D)
12 W.L.Clay ULS (U)
12 W.L.Clay ULS (U)
13 L.Clay ULS (U)
13 L.Clay ULS (U)
SOIL PROPERTIES
-- Soil type -No. Description
(Datum elev.)
1 Made Ground
SLS (D)
2 W. L. Clay
SLS (U)
3 L. Clay S..
(
14.00 )
4 W.L.Clay
SLS (D)
5 L.Clay SL..
(
14.00 )
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground
ULS (D)
12 W.L.Clay
ULS (U)
13 L.Clay UL..
(
14.00 )
14 W.L.Clay
ULS (D)
15 L.Clay UL..
(
14.00 )
Bulk
Young's
At rest Consol
density Modulus
coeff. state.
kN/m3 Eh,kN/m2
Ko
NC/OC
(dEh/dy ) (dKo/dy) ( Nu )
19.00
10000
0.500
OC
(0.200)
20.00
78000
1.000
OC
(0.490)
20.00
78000
1.250
OC
(
5526)
(0.490)
20.00
60060
1.000
OC
(0.200)
20.00
60060
1.250
OC
(
4255)
(0.200)
19.00
8334
20.00
52000
20.00
(
20.00
20.00
(
52000
3684)
40055
40055
2826)
0.577
1.000
1.250
1.000
1.250
OC
(0.200)
OC
(0.490)
OC
(0.490)
OC
(0.200)
OC
(0.200)
Active
limit
Ka
( Kac )
0.284
(0.000)
1.000
(2.000)
1.000
(2.000)
0.351
(1.391)
0.351
(1.391)
0.351
(0.000)
1.000
(2.000)
1.000
(2.000)
0.419
(1.528)
0.419
(1.528)
Passive
limit
Cohesion
Kp
kN/m2
( Kpc ) ( dc/dy )
4.369
( 0.000)
1.000
130.0u
( 2.000)
1.000
130.0u
( 2.000) ( 9.210)
3.253
0.0d
( 4.831)
3.253
5.000d
( 4.831)
(
(
(
(
(
3.253
0.000)
1.000
2.000)
1.000
2.000) (
2.597
4.198)
2.597
4.198)
86.70u
86.70u
6.140)
0.0d
GROUND WATER CONDITIONS
Density of water = 10.00 kN/m3
Initial water table elevation
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp --Soil
Wall
BackSoil
Wall
Back------- Soil type ------- friction adhesion fill
friction adhesion fill
No. Description
angle
coeff.
angle
angle
coeff.
angle
1 Made Ground SLS (D)
30.00
0.666
0.00
30.00
0.500
0.00
2 W. L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
3 L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
4 W.L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
5 L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground ULS (D)
25.00
0.666
0.00
25.00
0.500
0.00
12 W.L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
13 L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
14 W.L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
15 L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
Passive side
10.00
Automatic water pressure balancing at toe of wall :
Water
Active side
press. ------------------------------profile Point
Elev.
Piezo
Water
no.
no.
elev.
press.
m
m
kN/m2
1
1
27.00
27.00
0.0
No
Passive side
------------------------------Point
Elev.
Piezo
Water
no.
elev.
press.
m
m
kN/m2
1
13.80
13.80
0.0
2
13.80
27.00
132.0
WALL PROPERTIES
Type of structure
Elevation of toe of wall
Maximum finite element length
Youngs modulus of wall E
Moment of inertia of wall I
E.I
Yield Moment of wall
STRUTS and ANCHORS
Strut/
anchor
Strut
no.
Elev. spacing
m
1
27.50
5.00
2
21.00
5.00
3
14.25
1.00
4
17.65
1.00
5
21.19
1.00
6
25.91
1.00
X-section
area
of strut
sq.m
0.014000
0.014000
0.250000
0.250000
0.250000
0.250000
SURCHARGE LOADS
Surch
Distance
Length
-arge
from
parallel
no.
Elev.
wall
to wall
1
28.00
1.00(A)
25.00
2
28.00
0.00(A)
25.00
3
13.80
-0.00(P)
25.00
Note: A = Active side,
4.160d
Active side
10.00
Youngs
modulus
kN/m2
2.800E+08
2.800E+08
1.400E+07
1.400E+07
1.400E+07
1.400E+07
=
=
=
=
=
=
=
Fully Embedded Wall
10.00
1.00 m
2.8000E+07 kN/m2
0.014120 m4/m run
395349 kN.m2/m run
Not defined
Inclin
Free -ation
length (degs)
m
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
Prestress
/strut
kN
0
0
0
0
0
0
Tension
allowed
No
No
No
No
No
No
Width
Surcharge
Equiv. Partial
perpend. ----- kN/m2 ----- soil factor/
to wall Near edge Far edge type Category
15.00
5.00
=
N/A
N/A
1.00
5.00
=
N/A
N/A
15.00
132.00
=
N/A
N/A
P = Passive side
CONSTRUCTION STAGES
Construction
Stage description
stage no.
-------------------------------------------------------1
Apply surcharge no.1 at elevation 28.00
2
Change EI of wall to 395349 kN.m2/m run
Yield moment not defined
Reset wall displacements to zero at this stage
3
Excavate to elevation 27.00 on PASSIVE side
4
Install strut or anchor no.1 at elevation 27.50
5
Excavate to elevation 20.00 on PASSIVE side
6
Install strut or anchor no.2 at elevation 21.00
7
Excavate to elevation 13.30 on PASSIVE side
8
Fill to elevation 13.80 on PASSIVE side with soil type 11
9
Install strut or anchor no.3 at elevation 14.25
10
Install strut or anchor no.4 at elevation 17.65
11
Remove strut or anchor no.2 at elevation 21.00
12
Install strut or anchor no.5 at elevation 21.19
13
Remove strut or anchor no.1 at elevation 27.50
14
Install strut or anchor no.6 at elevation 25.91
15
Change EI of wall to 458349 kN.m2/m run
From elevation 28.00 to 13.80
Yield moment not defined
Allow wall to relax with new modulus value
16
Apply surcharge no.2 at elevation 28.00
17
Change properties of soil type 12 to soil type 14
Ko pressures will not be reset
18
Change properties of soil type 13 to soil type 15
Ko pressures will not be reset
19
Apply surcharge no.3 at elevation 13.80
No analysis at this stage
20
Apply water pressure profile no.1
21
Change EI of wall to 229174 kN.m2/m run
From elevation 28.00 to 13.80
Yield moment not defined
No adjustments to wall displacements
22
Change EI of wall to 197674 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.50
Parameters for undrained strata:
Minimum equivalent fluid density
Maximum depth of water filled tension crack
Bending moment and displacement
Method - Subgrade reaction
Open Tension Crack analysis?
Non-linear Modulus Parameter
=
=
5.00 kN/m3
0.00 m
calculation:
model using Influence Coefficients
- No
(L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall
Width of excavation on passive side of wall
= 20.00 m
= 20.00 m
Distance to rigid boundary on active side = 20.00 m
Distance to rigid boundary on passive side = 20.00 m
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options ------no.
Displacement
Active, Graph.
Bending mom.
Passive output
Shear force
pressures
1 Apply surcharge no.1 at elev. 28.00
No
No
No
2 Change EI of wall to 395349kN.m2/m run
No
No
No
3 Excav. to elev. 27.00 on PASSIVE side
No
No
No
4 Install strut no.1 at elev. 27.50
No
No
No
5 Excav. to elev. 20.00 on PASSIVE side
No
No
No
6 Install strut no.2 at elev. 21.00
No
No
No
7 Excav. to elev. 13.30 on PASSIVE side
No
No
No
8 Fill to elev. 13.80 on PASSIVE side
Yes
No
Yes
9 Install strut no.3 at elev. 14.25
No
No
No
10 Install strut no.4 at elev. 17.65
No
No
No
11 Remove strut no.2 at elev. 21.00
No
No
No
12 Install strut no.5 at elev. 21.19
No
No
No
13 Remove strut no.1 at elev. 27.50
No
No
No
14 Install strut no.6 at elev. 25.91
No
No
No
15 Change EI of wall to 458349kN.m2/m run
No
No
No
16 Apply surcharge no.2 at elev. 28.00
No
No
No
17 Change soil type 12 to soil type 14
No
No
No
18 Change soil type 13 to soil type 15
No
No
No
19 Apply surcharge no.3 at elev. 13.80
No
No
No
20 Apply water pressure profile no.1
No
No
No
21 Change EI of wall to 229174kN.m2/m run
No
No
No
22 Change EI of wall to 197674kN.m2/m run
Yes
No
Yes
* Summary output
Yes
Yes
Program WALLAP - Copyright (C) 2012 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 8
Fill to elevation 13.80 on PASSIVE side with soil type 11
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
8
--- G.L. --Act.
Pass.
28.00
Strut
Elev.
13.80
FoS for toe
Toe elev. for
elev. =
10.00
FoS = 1.500
--------------------------Factor Moment
Toe
Wall
of
equilib.
elev. Penetr
Safety at elev.
-ation
More than one strut
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 2
Node
no.
Y
coord
Nett
pressure
kN/m2
1
28.00
0.00
2
27.50
5.15
17.32
3
27.00
18.75
4
26.46
19.99
5
25.91
20.51
6
24.96
18.38
7
24.00
20.00
8
23.00
25.00
9
22.10
29.52
10
21.19
34.05
11
21.00
35.00
35.00
12
20.00
40.00
13
19.00
45.00
14
18.33
48.45
15
17.65
51.97
16
16.83
56.34
17
16.00
70.27
18
15.13
88.11
19
14.25
106.02
20
14.00
111.15
21
13.80
112.83
22
13.30
113.72
-71.53
23
12.65
-80.54
24
12.00
-76.00
25
11.00
-64.08
26
10.00
-47.56
Strut force at elev.
Strut force at elev.
Wall
disp.
m
0.001
0.002
0.002
0.004
0.005
0.007
0.010
0.012
0.015
0.018
0.021
0.022
0.022
0.026
0.030
0.033
0.035
0.037
0.038
0.038
0.037
0.036
0.036
0.034
0.034
0.032
0.030
0.026
0.022
27.50 =
21.00 =
Wall
Shear
rotation
force
rad.
kN/m
-2.94E-03
0.0
-2.94E-03
1.3
-2.94E-03
-27.9
-2.93E-03
-18.9
-2.91E-03
-8.4
-2.88E-03
2.7
-2.86E-03
21.2
-2.88E-03
39.6
-3.00E-03
62.1
-3.25E-03
86.7
-3.69E-03
115.5
-3.82E-03
122.1
-3.82E-03
-276.6
-4.17E-03
-239.1
-3.91E-03
-196.6
-3.44E-03
-165.1
-2.79E-03
-131.2
-1.78E-03
-86.5
-6.35E-04
-34.2
6.45E-04
35.0
1.85E-03
120.0
2.17E-03
147.1
2.40E-03
169.5
2.91E-03
226.2
2.91E-03
226.2
3.37E-03
176.7
3.62E-03
125.9
3.79E-03
55.8
3.82E-03
-0.0
29.22 kN/m run =
398.67 kN/m run =
Bending
Strut
moment
forces
kN.m/m
kN/m
-0.0
0.2
29.2
0.2
-11.0
-18.4
-19.9
-7.3
22.1
72.4
139.5
242.5
265.0
398.7
265.0
6.5
-213.1
-335.8
-436.4
-527.4
-578.8
-580.6
-514.9
-481.6
-449.9
-351.0
-351.0
-206.5
-108.9
-22.4
0.0
146.12 kN/strut
1993.33 kN/strut
EI of
wall
kN.m2/m
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
---
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 22
Change EI of wall to 197674 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Program: WALLAP
Version 6.05
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
22
--- G.L. --Act.
Pass.
28.00
13.80
Strut
Elev.
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 2
Node
no.
Y
coord
1
2
28.00
27.50
3
4
5
27.00
26.46
25.91
6
7
8
9
10
24.96
24.00
23.00
22.10
21.19
11
12
13
14
15
21.00
20.00
19.00
18.33
17.65
16
17
18
19
16.83
16.00
15.13
14.25
20
14.00
21
13.80
Nett
pressure
kN/m2
3.68
6.19
11.11
11.62
18.52
26.26
26.26
39.82
53.67
68.77
83.03
97.43
97.43
100.41
115.98
131.70
142.35
152.73
152.73
164.50
176.89
191.15
205.39
205.39
209.29
202.93
205.89
73.89
Wall
disp.
m
0.039
0.039
0.039
0.039
0.038
0.038
0.038
0.037
0.036
0.035
0.035
0.034
0.034
0.034
0.035
0.036
0.036
0.037
0.037
0.038
0.038
0.038
0.038
0.038
0.038
0.038
0.038
0.038
Wall
rotation
rad.
8.53E-04
8.52E-04
8.52E-04
8.50E-04
8.41E-04
8.19E-04
8.19E-04
8.00E-04
8.08E-04
7.42E-04
5.07E-04
-4.48E-05
-4.48E-05
-1.91E-04
-6.64E-04
-7.89E-04
-8.12E-04
-9.06E-04
-9.06E-04
-8.86E-04
-5.55E-04
-1.16E-04
1.30E-04
1.30E-04
1.59E-04
1.59E-04
1.91E-04
1.91E-04
Shear
force
kN/m
0.0
2.5
2.5
8.1
16.4
28.6
-52.7
-21.2
23.5
84.7
153.4
235.0
-268.0
-249.2
-141.0
-17.2
75.3
174.9
-310.7
-179.9
-39.1
122.0
295.5
-152.5
-100.6
-100.6
-59.8
-59.8
Bending
moment
kN.m/m
0.0
0.7
0.7
3.5
10.1
22.3
22.3
-12.8
-12.1
40.8
147.6
334.1
334.1
284.9
87.1
4.6
23.4
107.1
107.1
-96.5
-189.0
-155.1
25.7
25.7
-6.0
-6.0
-22.0
-22.0
Node
no.
Y
coord
22
13.30
23
12.65
24
12.00
25
11.00
26
10.00
Strut force
Strut force
Strut force
Strut force
FoS for toe
Toe elev. for
elev. =
10.00
FoS = 1.500
--------------------------Factor Moment
Toe
Wall
of
equilib.
elev. Penetr
Safety at elev.
-ation
More than one strut
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Run ID. 750mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------(continued)
Stage No.22 Change EI of wall to 197674 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
Strut
forces
kN/m
EI of
wall
kN.m2/m
229174
229174
81.3
229174
229174
229174
503.1
229174
229174
229174
229174
229174
485.6
229174
229174
229174
229174
229174
447.9
229174
229174
229174
229174
229174
197674
Nett
pressure
kN/m2
64.53
46.82
31.95
16.47
-8.05
-32.74
at elev.
at elev.
at elev.
at elev.
Wall
disp.
m
0.038
0.038
0.038
0.038
0.038
0.037
25.91 =
21.19 =
17.65 =
14.25 =
Wall
rotation
rad.
2.32E-04
2.32E-04
2.96E-04
3.51E-04
4.03E-04
4.17E-04
81.28 kN/m
503.07 kN/m
485.63 kN/m
447.92 kN/m
Shear
force
kN/m
-25.1
-25.1
0.5
16.2
20.4
0.0
run =
run =
run =
run =
Bending
Strut
moment
forces
kN.m/m
kN/m
-42.6
-42.6
-36.4
-30.5
-11.0
0.0
81.28 kN/strut
503.07 kN/strut
485.63 kN/strut
447.92 kN/strut
EI of
wall
kN.m2/m
197674
197674
197674
395349
---
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
FoS for toe
Toe elev. for
elev. =
10.00
FoS = 1.500
--------------------------Stage --- G.L. --Strut
Factor Moment
Toe
Wall
No.
Act.
Pass.
Elev.
of
equilib.
elev. Penetr
Safety at elev.
-ation
1
28.00
28.00
Cant. Conditions not suitable for FoS calc.
2
28.00
28.00
No analysis at this stage
3
28.00
27.00
Cant. 15.207
10.46
26.94
0.06
4
28.00
27.00
No analysis at this stage
5
28.00
20.00
27.50
2.193
n/a
18.57
1.43
6
28.00
20.00
No analysis at this stage
All remaining stages have more than one strut - FoS calculation n/a
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Summary of results
Program: WALLAP
Version 6.05
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
Bending moment, shear force and displacement envelopes
Node
Y
Displacement
Bending moment
no. coord
maximum
minimum
maximum
minimum
m
m
kN.m/m
kN.m/m
1
28.00
0.040
0.000
0.0
-0.0
2
27.50
0.039
0.000
0.7
0.0
3
27.00
0.039
0.000
3.5
-46.7
4
26.46
0.038
0.000
10.1
-96.1
5
25.91
0.038
0.000
22.3
-143.3
6
24.96
0.037
0.000
27.6
-217.1
7
24.00
0.036
0.000
56.5
-277.6
8
23.00
0.035
0.000
106.9
-321.8
9
22.10
0.035
0.000
174.7
-340.4
10
21.19
0.034
0.000
334.1
-323.0
11
21.00
0.034
0.000
284.9
-318.4
12
20.00
0.035
0.000
111.0
-272.8
13
19.00
0.036
0.000
37.6
-213.1
14
18.33
0.036
0.000
33.2
-335.8
15
17.65
0.037
0.000
107.1
-436.4
16
16.83
0.038
0.000
21.2
-527.4
17
16.00
0.038
0.000
21.1
-578.8
18
15.13
0.038
0.000
14.3
-580.6
19
14.25
0.038
0.000
25.7
-514.9
20
14.00
0.038
0.000
4.0
-481.6
21
13.80
0.038
0.000
2.8
-449.9
22
13.30
0.038
0.000
0.9
-351.5
23
12.65
0.038
0.000
0.0
-208.4
24
12.00
0.038
0.000
0.0
-111.0
25
11.00
0.038
0.000
0.0
-26.4
26
10.00
0.037
0.000
0.0
-0.0
Shear force
maximum
minimum
kN/m
kN/m
0.0
0.0
2.5
-95.3
8.1
-92.5
16.4
-89.0
28.6
-84.1
23.4
-71.8
40.2
-55.0
84.7
-32.5
153.4
-7.8
235.0
-268.0
122.2
-276.6
106.4
-239.1
107.5
-196.6
139.0
-165.1
174.9
-310.7
6.8
-212.8
0.2
-131.6
122.0
-50.9
295.5
-152.5
147.1
-100.6
169.5
-65.7
226.2
-25.1
176.7
-0.9
126.1
0.0
56.9
0.0
0.0
-0.0
Run ID. 750mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Maximum and minimum bending moment and shear force at each stage
Stage --------- Bending moment ----------------- Shear force ---------no.
maximum
elev.
minimum
elev.
maximum
elev.
minimum
elev.
kN.m/m
kN.m/m
kN/m
kN/m
1
0.0
27.50
-2.4
23.00
0.3
20.00
-0.9
25.91
2
No calculation at this stage
3
4.2
25.91
-4.6
15.13
3.9
27.00
-1.3
23.00
4
No calculation at this stage
5
21.2
16.83
-249.3
22.10
106.4
20.00
-77.3
27.50
6
No calculation at this stage
7
265.8
21.00
-576.8
15.13
222.6
13.30
-275.8
21.00
8
265.0
21.00
-580.6
15.13
226.2
13.30
-276.6
21.00
9
No calculation at this stage
10
No calculation at this stage
11
0.2
27.50
-393.0
14.25
172.8
17.65
-229.6
17.65
12
No calculation at this stage
13
278.1
21.19
-410.0
14.25
171.5
13.30
-237.6
17.65
14
No calculation at this stage
15
278.1
21.19
-410.0
14.25
171.5
13.30
-237.6
17.65
16
279.2
21.19
-410.4
14.25
171.7
13.30
-238.5
17.65
17
303.6
21.19
-428.2
15.13
179.6
13.30
-288.4
17.65
18
287.7
21.19
-146.7
15.13
162.7
21.19
-204.5
17.65
19
No calculation at this stage
20
334.1
21.19
-189.0
16.00
295.5
14.25
-310.7
17.65
21
No calculation at this stage
22
334.1
21.19
-189.0
16.00
295.5
14.25
-310.7
17.65
Maximum and minimum displacement at each stage
Stage -------- Displacement --------Stage description
no. maximum elev.
minimum elev.
----------------m
m
1
0.000
20.00
0.000
28.00
Apply surcharge no.1 at elev. 28.00
2
Wall displacements reset to zero Change EI of wall to 395349kN.m2/m run
3
0.002
28.00
0.000
28.00
Excav. to elev. 27.00 on PASSIVE side
4
No calculation at this stage
Install strut no.1 at elev. 27.50
5
0.014
21.00
0.000
28.00
Excav. to elev. 20.00 on PASSIVE side
6
No calculation at this stage
Install strut no.2 at elev. 21.00
7
0.038
15.13
0.000
28.00
Excav. to elev. 13.30 on PASSIVE side
8
0.038
16.00
0.000
28.00
Fill to elev. 13.80 on PASSIVE side
9
No calculation at this stage
Install strut no.3 at elev. 14.25
10
No calculation at this stage
Install strut no.4 at elev. 17.65
11
0.037
16.00
0.000
28.00
Remove strut no.2 at elev. 21.00
12
No calculation at this stage
Install strut no.5 at elev. 21.19
13
0.040
28.00
0.000
28.00
Remove strut no.1 at elev. 27.50
14
No calculation at this stage
Install strut no.6 at elev. 25.91
15
0.040
28.00
0.000
28.00
Change EI of wall to 458349kN.m2/m run
16
0.040
28.00
0.000
28.00
Apply surcharge no.2 at elev. 28.00
17
0.040
28.00
0.000
28.00
Change soil type 12 to soil type 14
18
0.040
28.00
0.000
28.00
Change soil type 13 to soil type 15
19
No calculation at this stage
Apply surcharge no.3 at elev. 13.80
20
0.039
28.00
0.000
28.00
Apply water pressure profile no.1
21
No calculation at this stage
Change EI of wall to 229174kN.m2/m run
22
0.039
28.00
0.000
28.00
Change EI of wall to 197674kN.m2/m run
Run ID. 750mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Summary of results
(continued)
Strut forces at each stage
Stage
no.
5
7
8
11
13
15
16
17
18
20
22
--- Strut no. 1 --at elev. 27.50
kN/m run kN/strut
78.19
390.94
29.20
146.01
29.22
146.12
96.27
481.34
-----------------------------
Stage
no.
(horizontal components)
--- Strut no. 2 --at elev. 21.00
kN/m run kN/strut
----398.00
1990.02
398.67
1993.33
---------------------------------
Run ID. 750mm Secant ULS
| Sheet No.
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
-----------------------------------------------------------------------------
--- Strut no. 3 --at elev. 14.25
kN/m run kN/strut
------------slack
slack
slack
slack
slack
slack
slack
slack
slack
slack
262.30
262.30
447.92
447.92
447.92
447.92
11
13
15
16
17
18
20
22
--- Strut no. 4 --at elev. 17.65
kN/m run kN/strut
402.36
402.36
251.92
251.92
251.92
251.92
253.63
253.63
342.75
342.75
285.19
285.19
485.63
485.63
485.63
485.63
--- Strut no. 5 --at elev. 21.19
kN/m run kN/strut
----280.61
280.61
280.61
280.61
282.98
282.98
371.40
371.40
347.40
347.40
503.07
503.07
503.07
503.07
--- Strut no. 6 --at elev. 25.91
kN/m run kN/strut
--------0.00
0.00
8.74
8.74
41.62
41.62
45.03
45.03
81.28
81.28
81.28
81.28
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant ULS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (ULS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
PILEDESIGNS Ltd.
APPENDIX A
PILEDESIGNS Ltd.
APPENDIX A
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Project: Project Merion, Holland Park, LONDON
Date: 19/06/2014
Design By: JBP
Rev: 0
Design By: JBP
Rev: 0
Job No:
Design Ref: 15614
Job No:
Design Ref: 15614
WALLAP analysis for 900mm secant (ULS), stability and embedment.
WALLAP analysis for 750mm secant (SLS), moments and deflection.
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
INPUT DATA
Program: WALLAP
Version 6.05
SOIL PROFILE
Stratum
Elevation of
no.
top of stratum
1
28.00
2
27.50
3
14.00
------------------ Soil types ------------------Active side
Passive side
1 Made Ground SLS (D)
1 Made Ground SLS (D)
2 W. L. Clay SLS (U)
2 W. L. Clay SLS (U)
3 L. Clay SLS (U)
3 L. Clay SLS (U)
SOIL PROPERTIES
-- Soil type -No. Description
(Datum elev.)
1 Made Ground
SLS (D)
2 W. L. Clay
SLS (U)
3 L. Clay S..
(
14.00 )
4 W.L.Clay
SLS (D)
5 L.Clay SL..
(
14.00 )
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground
ULS (D)
12 W.L.Clay
ULS (U)
13 L.Clay UL..
(
14.00 )
14 W.L.Clay
ULS (D)
15 L.Clay UL..
(
14.00 )
Bulk
Young's
At rest Consol
density Modulus
coeff. state.
kN/m3 Eh,kN/m2
Ko
NC/OC
(dEh/dy ) (dKo/dy) ( Nu )
19.00
10000
0.500
OC
(0.200)
20.00
78000
1.000
OC
(0.490)
20.00
78000
1.250
OC
(
5526)
(0.490)
20.00
60060
1.000
OC
(0.200)
20.00
60060
1.250
OC
(
4255)
(0.200)
19.00
8334
20.00
52000
20.00
(
20.00
20.00
(
52000
3684)
40055
40055
2826)
0.577
1.000
1.250
1.000
1.250
OC
(0.200)
OC
(0.490)
OC
(0.490)
OC
(0.200)
OC
(0.200)
Active
limit
Ka
( Kac )
0.284
(0.000)
1.000
(2.000)
1.000
(2.000)
0.351
(1.391)
0.351
(1.391)
0.351
(0.000)
1.000
(2.000)
1.000
(2.000)
0.419
(1.528)
0.419
(1.528)
Passive
limit
Cohesion
Kp
kN/m2
( Kpc ) ( dc/dy )
4.369
( 0.000)
1.000
130.0u
( 2.000)
1.000
130.0u
( 2.000) ( 9.210)
3.253
0.0d
( 4.831)
3.253
5.000d
( 4.831)
(
(
(
(
(
3.253
0.000)
1.000
2.000)
1.000
2.000) (
2.597
4.198)
2.597
4.198)
86.70u
86.70u
6.140)
0.0d
GROUND WATER CONDITIONS
Density of water = 10.00 kN/m3
Initial water table elevation
Additional soil parameters associated with Ka and Kp
--- parameters for Ka --- --- parameters for Kp --Soil
Wall
BackSoil
Wall
Back------- Soil type ------- friction adhesion fill
friction adhesion fill
No. Description
angle
coeff.
angle
angle
coeff.
angle
1 Made Ground SLS (D)
30.00
0.666
0.00
30.00
0.500
0.00
2 W. L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
3 L. Clay SLS (U)
0.00
0.000
0.00
0.00
0.000
0.00
4 W.L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
5 L.Clay SLS (D)
25.00
0.666
0.00
25.00
0.500
0.00
6 Not defined
7 Not defined
8 Not defined
9 Not defined
10 Not defined
11 Made Ground ULS (D)
25.00
0.666
0.00
25.00
0.500
0.00
12 W.L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
13 L.Clay ULS (U)
0.00
0.000
0.00
0.00
0.000
0.00
14 W.L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
15 L.Clay ULS (D)
20.83
0.666
0.00
20.83
0.500
0.00
Passive side
10.00
Automatic water pressure balancing at toe of wall :
Water
Active side
press. ------------------------------profile Point
Elev.
Piezo
Water
no.
no.
elev.
press.
m
m
kN/m2
1
1
27.00
27.00
0.0
No
Passive side
------------------------------Point
Elev.
Piezo
Water
no.
elev.
press.
m
m
kN/m2
1
13.80
13.80
0.0
2
13.80
27.00
132.0
WALL PROPERTIES
Type of structure
Elevation of toe of wall
Maximum finite element length
Youngs modulus of wall E
Moment of inertia of wall I
E.I
Yield Moment of wall
STRUTS and ANCHORS
Strut/
anchor
Strut
no.
Elev. spacing
m
1
27.50
5.00
2
21.00
5.00
3
14.25
1.00
4
17.65
1.00
5
21.19
1.00
6
25.91
1.00
X-section
area
of strut
sq.m
0.014000
0.014000
0.250000
0.250000
0.250000
0.250000
SURCHARGE LOADS
Surch
Distance
Length
-arge
from
parallel
no.
Elev.
wall
to wall
1
28.00
1.00(A)
25.00
2
28.00
0.00(A)
25.00
3
13.80
-0.00(P)
25.00
Note: A = Active side,
4.160d
Active side
10.00
Youngs
modulus
kN/m2
2.800E+08
2.800E+08
1.400E+07
1.400E+07
1.400E+07
1.400E+07
=
=
=
=
=
=
=
Fully Embedded Wall
10.00
1.00 m
2.8000E+07 kN/m2
0.014120 m4/m run
395349 kN.m2/m run
Not defined
Inclin
Free -ation
length (degs)
m
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
15.00
0.00
Prestress
/strut
kN
0
0
0
0
0
0
Tension
allowed
No
No
No
No
No
No
Width
Surcharge
Equiv. Partial
perpend. ----- kN/m2 ----- soil factor/
to wall Near edge Far edge type Category
15.00
5.00
=
N/A
N/A
1.00
5.00
=
N/A
N/A
15.00
132.00
=
N/A
N/A
P = Passive side
CONSTRUCTION STAGES
Construction
Stage description
stage no.
-------------------------------------------------------1
Apply surcharge no.1 at elevation 28.00
2
Change EI of wall to 395349 kN.m2/m run
Yield moment not defined
Reset wall displacements to zero at this stage
3
Excavate to elevation 27.00 on PASSIVE side
4
Install strut or anchor no.1 at elevation 27.50
5
Excavate to elevation 20.00 on PASSIVE side
6
Install strut or anchor no.2 at elevation 21.00
7
Excavate to elevation 13.80 on PASSIVE side
8
Install strut or anchor no.3 at elevation 14.25
9
Install strut or anchor no.4 at elevation 17.65
10
Remove strut or anchor no.2 at elevation 21.00
11
Install strut or anchor no.5 at elevation 21.19
12
Remove strut or anchor no.1 at elevation 27.50
13
Install strut or anchor no.6 at elevation 25.91
14
Change EI of wall to 458349 kN.m2/m run
From elevation 28.00 to 13.80
Yield moment not defined
Allow wall to relax with new modulus value
15
Apply surcharge no.2 at elevation 28.00
16
Change properties of soil type 2 to soil type 4
Ko pressures will not be reset
17
Change properties of soil type 3 to soil type 5
Ko pressures will not be reset
18
Apply surcharge no.3 at elevation 13.80
No analysis at this stage
19
Apply water pressure profile no.1
20
Change EI of wall to 229174 kN.m2/m run
From elevation 28.00 to 13.80
Yield moment not defined
No adjustments to wall displacements
21
Change EI of wall to 197674 kN.m2/m run
From elevation 13.80 to 11.00
Yield moment not defined
No adjustments to wall displacements
FACTORS OF SAFETY and ANALYSIS OPTIONS
Stability analysis:
Method of analysis - Strength Factor method
Factor on soil strength for calculating wall depth = 1.50
Parameters for undrained strata:
Minimum equivalent fluid density
Maximum depth of water filled tension crack
Bending moment and displacement
Method - Subgrade reaction
Open Tension Crack analysis?
Non-linear Modulus Parameter
=
=
5.00 kN/m3
0.00 m
calculation:
model using Influence Coefficients
- No
(L) = 0 m
Boundary conditions:
Length of wall (normal to plane of analysis) = 1000.00 m
Width of excavation on active side of wall
Width of excavation on passive side of wall
= 20.00 m
= 20.00 m
Distance to rigid boundary on active side = 20.00 m
Distance to rigid boundary on passive side = 20.00 m
OUTPUT OPTIONS
Stage ------ Stage description ----------- ------- Output options ------no.
Displacement
Active, Graph.
Bending mom.
Passive output
Shear force
pressures
1 Apply surcharge no.1 at elev. 28.00
No
No
No
2 Change EI of wall to 395349kN.m2/m run
No
No
No
3 Excav. to elev. 27.00 on PASSIVE side
No
No
No
4 Install strut no.1 at elev. 27.50
No
No
No
5 Excav. to elev. 20.00 on PASSIVE side
No
No
No
6 Install strut no.2 at elev. 21.00
No
No
No
7 Excav. to elev. 13.80 on PASSIVE side
Yes
No
Yes
8 Install strut no.3 at elev. 14.25
No
No
No
9 Install strut no.4 at elev. 17.65
No
No
No
10 Remove strut no.2 at elev. 21.00
No
No
No
11 Install strut no.5 at elev. 21.19
No
No
No
12 Remove strut no.1 at elev. 27.50
No
No
No
13 Install strut no.6 at elev. 25.91
No
No
No
14 Change EI of wall to 458349kN.m2/m run
No
No
No
15 Apply surcharge no.2 at elev. 28.00
No
No
No
16 Change soil type 2 to soil type 4
No
No
No
17 Change soil type 3 to soil type 5
No
No
No
18 Apply surcharge no.3 at elev. 13.80
No
No
No
19 Apply water pressure profile no.1
No
No
No
20 Change EI of wall to 229174kN.m2/m run
No
No
No
21 Change EI of wall to 197674kN.m2/m run
Yes
No
Yes
* Summary output
Yes
Yes
Program WALLAP - Copyright (C) 2012 by DL Borin, distributed by GEOSOLVE
69 Rodenhurst Road, London SW4, UK. Tel: +44 20 8674 7251
| Sheet No.
Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Program: WALLAP
Version 6.05
| Sheet No.
Version 6.05 Revision A38.B55.R43
| Job No.
15614
Licensed from GEOSOLVE
| Made by :
JBP
Data filename/Run ID: 750mm Secant SLS
|
Project Merion - Holland Park, LONDON
| Date:18-06-2014
Secant Retaining Wall - 750mm dia @ 1100mm c/c - (SLS)
| Checked :
----------------------------------------------------------------------------Units: kN,m
Stage No. 7
Excavate to elevation 13.80 on PASSIVE side
Program: WALLAP
STABILITY ANALYSIS of Fully Embedded Wall according to Strength Factor method
Factor of safety on soil strength
Stage
No.
7
--- G.L. --Act.
Pass.
28.00
Strut
Elev.
13.80
FoS for toe
Toe elev. for
elev. =
10.00
FoS = 1.500
--------------------------Factor Moment
Toe
Wall
of
equilib.
elev. Penetr
Safety at elev.
-ation
More than one strut
BENDING MOMENT and DISPLACEMENT ANALYSIS of Fully Embedded Wall
Analysis options
Length of wall perpendicular to section = 1000.00m
Subgrade reaction model - Boussinesq Influence coefficients
Soil deformations are elastic until the active or passive limit is reached
Open Tension Crack analysis - No
Rigid boundaries:
Active side 20.00 from wall
Passive side 20.00 from wall
*** Wall displacements reset to zero at stage 2
Node
no.
Y
coord
Nett
pressure
kN/m2
1
28.00
0.00
2
27.50
4.70
21.98
3
27.00
18.47
4
26.46
14.18
5
25.91
10.45
6
24.96
15.22
7
24.00
20.00
8
23.00
25.00
9
22.10
29.52
10
21.19
34.05
11
21.00
35.00
35.00
12
20.00
40.00
13
19.00
45.00
14
18.33
48.37
15
17.65
51.75
16
16.83
55.87
17
16.00
60.00
18
15.13
64.38
19
14.25
69.95
20
14.00
82.48
152.36
21
13.80
160.91
-102.78
22
12.90
-94.70
23
12.00
-81.85
24
11.00
-27.35
25
10.00
82.79
Strut force at elev.
Strut force at elev.
Wall
disp.
m
0.001
0.002
0.002
0.003
0.005
0.006
0.008
0.010
0.012
0.014
0.016
0.016
0.016
0.018
0.020
0.021
0.022
0.022
0.021
0.020
0.018
0.018
0.018
0.017
0.017
0.014
0.012
0.009
0.006
27.50 =
21.00 =
Wall
Shear
rotation
force
rad.
kN/m
-2.43E-03
0.0
-2.43E-03
1.2
-2.43E-03
-44.6
-2.42E-03
-34.5
-2.39E-03
-25.6
-2.33E-03
-18.9
-2.21E-03
-6.6
-2.07E-03
10.2
-1.96E-03
32.7
-1.92E-03
57.4
-2.02E-03
86.2
-2.07E-03
92.7
-2.07E-03
-205.9
-2.08E-03
-168.4
-1.67E-03
-125.9
-1.19E-03
-94.3
-6.18E-04
-60.6
1.82E-04
-16.2
1.01E-03
31.6
1.83E-03
86.1
2.46E-03
144.8
2.59E-03
163.9
2.59E-03
163.9
2.68E-03
195.2
2.68E-03
195.2
2.88E-03
106.3
2.86E-03
26.9
2.77E-03
-27.7
2.71E-03
0.0
45.76 kN/m run =
298.57 kN/m run =
Bending
Strut
moment
forces
kN.m/m
kN/m
0.0
0.2
45.8
0.2
-18.8
-34.7
-46.4
-59.0
-57.7
-36.7
3.8
81.2
98.2
298.6
98.2
-90.0
-239.8
-314.9
-368.0
-401.0
-395.7
-345.5
-228.2
-189.7
-189.7
-153.9
-153.9
-21.3
34.5
41.5
-0.0
228.81 kN/strut
1492.87 kN/strut
EI of
wall
kN.m2/m
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
395349
---