Foundation design building

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CIE-4362 Soil Structure Interaction

Case Study ReportFoundation design of Balthasar van der Polweg in Delft

Group 11:

Juan Chavez-Olalla 4503252

Daniel Bot 1376187

Shayan Kalanaki 4086643

09 June 2016


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Table of Contents

1. Introduction .......................................................................................................................................... 3

2. Site Investigation .................................................................................................................................. 4

2.1 Comparison of provided soil data .................................................................................................... 4

3. Loads .................................................................................................................................................... 6

3.1 Load transferring form structure to soil ........................................................................................... 6

3.2 Wind load ........................................................................................................................................... 6

3.3 Vertical load ....................................................................................................................................... 8

3.4 Summary of total loads ..................................................................................................................... 9

4. Foundation design columns J3 and F3 ........................................................................................... 10

4.1 Pile type ........................................................................................................................................... 10

4.2 Pile tip level ..................................................................................................................................... 104.3 Loads ............................................................................................................................................... 10

4.4 Bearing capacity ............................................................................................................................. 10

4.5 Settlement calculation ................................................................................................................... 12

4.6 Final design for columns J3 and F3 .............................................................................................. 14

5. Foundation design wall in axis 1 ...................................................................................................... 15

5.1 Loads ............................................................................................................................................... 15


5.3 Pre-design ....................................................................................................................................... 16


5. 5 Final design for axis 1 ................................................................................................................... 19

6. Foundation design basement .......................................................................................................... 20

6.1 Loads ............................................................................................................................................... 20


6.3 Pre-design ....................................................................................................................................... 22

6.4 Final design for basement ............................................................................................................. 23


7. Pile testing ......................................................................................................................................... 24

7.1 Pile integrity test ............................................................................................................................. 24

7.2 Blow count test ............................................................................................................................... 25

8. References ........................................................................................................................................ 25

Tables and Figures .................................................................................................................................... 26


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Appendices ................................................................................................................................................ 27

Appendix A: CPT data ............................................................................................................................ 27

Appendix B: Detailed calculation of vertical loads on basement ....................................................... 28

Appendix C: Basement pile force calculation in ULS .......................................................................... 29

Appendix D: Basement settlement calculation in SLS ....................................................................... 32

Appendix E: Pile blow counts ................................................................................................................ 35


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1. IntroductionThis report investigates the foundation of the rather newly built (constructed in year 2000) student

housing flat of 15 floors. This flat offers 400 student rooms and is located in Delft.

The flat is consist of a high rise part with a total height of 56 m, a length of 53 m (perpendicular to

the available canal) and a width of 23 [m]. At the side of the Balthasar van der Polweg, a basementis constructed with a top level of -0.34 [m] NAP and a bottom level of -3.7 [m] NAP.Figure 1 shows

the cross sections of this building.

Figure 1: Cross section of structure

In this report the required foundations in axis 1, columns F3, J3 and the basement (seeFigure 2)will

be determined by using the Eurocodes and D-pile computer software.

Figure 2: Structure axis


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2. Site InvestigationBefore construction of a structure of this size a thorough site investigation must be performed. Firstly

the geological history of the site should be considered. Fortunately there are a lot of knowledge

about the history of this are available and the other needed information can be obtained by tests.

One of the main knowledge about this area is that it is known that is located in a deltaic area. This

means a thick soft soil layer covering a more stable sand layer. The main goal now will bedetermination of the top and bottom level of this soft soil.

On the other hand a lot of information is provided about the surrounding buildings, they are built on

driven displacement piles, like many others in the neighborhood. So it can be assumed that the local

stratigraphy is similar to that of the rest of Delft.

The main unknowns are now the exact location and bearing capacity of the deep sand layer, the

friction provided from top soil layers. These two parameters together define the bearing capacity of

foundation piles. So having CPTs at each side of the canal would help to define the needed property.

Performing a CPT on the canal will be difficult, however when the CPT datas on both sides are

available it is then possible to interpolate the soil under the canal.

Due to the fact that a large part of the structure is on the north side of the canal, most CPT's are

performed on north side. The best representative CPT test is assumed to be number 7 on the north

side and 3 on the south side. If the results are showing a similar result, it can be said that that the

missing data in the middle can be filled by interpolation.

Another important thing to know, next to the friction and bearing capacity is the pressure head of the

water. The basement will be constructed by excavating the soil. If the water pressure is too high,

during some stages of the construction the building pit floor might burst up. It is not paramount to

the building itself, but it is important to check the possibility of something going wrong during the

construction.

2.1Comparison of provided soil dataThe data provided was a small selection of CPT's. Some on the south side and a bit more on the

north side. The fact that they look similar in both stratigraphy and capacity proves that the soil is

quite uniform, and thus the interpolation of the data will be close to the real situation. The

overpressure of the deep sand layer was high, but not high enough to cause problems in the building

of the basement.

In order to design the foundation for wall in axis 1 and 8, columns J3 and F3 CPT data number 8 (see

appendix A) from survey was chosen to be representative of the soil profile.

From that profile, four layers are distinguished.Figure 3 represents the soil profile model:


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Figure 3: Soil layers

Levels are measured with respect to NAP.

-

Water level is NAP -3.00 [m].- The bottom side of the pile caps is around Nap -6.40 [m]

Characteristic values were obtained from NEN-9997-1 and can be found inTable 1.

Table 1: Characteristic values

Design values were calculated for undrained shear strength and friction angle by dividing the characteristic

values by the material factors recommended in Eurocode 7 which are 1.4 and 1.25 respectively. Thus, for

ultimate limit state the following parameters are used:

Table 2: Design values

In the further calculations the values of Youngs modulus used in the calculations is equal to 10

times the values of the secant Youngs modulus at 50 % of the maximum stress at a reference

stress level of 100 [MPa] (10 times the value provided in the table of soil properties). This is because

for SLS the stress level is much lower than 50% of the maximum. Otherwise, settlements would be

too large and unrealistic.


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3. Loads

3.1Load transferring form structure to soilThe vertical loads in the structure are the summation of the floors-, walls-weight and the variable

loads that the structure needs to resist. From top to bottom the loads are transferred via the walls to

the lower floors and at the end they are directly transferred to the pile foundations. Therefore thecalculated vertical loads are the exact loads that the piles J3 and F3 should be able to transfer it to

the soil.

Since it is assumed that the piles will act elastically, the applied horizontal load by the wind is not

directly transferred to the piles J3 and F3. The horizontal loads (mainly wind loads) are transferred

via the floors toward the side of the buildings where stiff walls are constructed. These walls will

transfer the horizontal loads to the soil.

The relative stiffness of columns J3 and F3 with respect to the walls is negligible, so it is assumed

that these columns do not receive lateral load, so they carry the same load and their design is the

same. Also, due to the fact that the pile cap thickness is around two meters, it is assumed the cap isinfinitely stiff. Otherwise, the software D-pile would not be suitable for interaction calculations.

Considering elastic-plastic springs the distribution of loads in the piles is almost uniform at Ultimate

Limit State. On the other hand, for the same springs at Serviceability Limit State the distribution of

loads is not uniform because the load level is smaller, so outer piles carry more load than inner piles.

3.2 Wind loadThe distribution of wind pressure over the building is calculated by using the following formula:

Where:

-

P0: Characteristic wind load at NAP +56.00 [m] (1.56 [MPa])

- z: Distance from the bottom

- z0: Height of the top of the building (56 [m])

- k: factor accounting for location of the building (k=0.5 cities or k=1/7 for open terrain)

- The chosen value for k is equal to 1/7 since the building is located in a relatively open zone.


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Figure 4: Characteristic wind pressure distribution

This wind force is calculated as the integral of the wind pressure over the area of the building in

which the wind is acting. The position in which the force is actuating is calculated as the centroid of

the pore pressure distribution. Then the moment acting in the foundation is the force times that

distance.

The horizontal forces are counteracted only by the wall elements (in their stiff direction), any small

contribution such as column stiffness is neglected.

There are three stiff walls in direction perpendicular to the canal. Thus, 50 % of the horizontal force

is taken by the wall in axis 1 and the remaining 50% is taken by the two stiff walls in the right.

Figure 5: Horizontal actions and reactions direction parallel to the canal)


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In the direction parallel to the canal there are two stiff walls counteracting the wind loads.

Figure 6: Horizontal actions and reactions direction perpendicular to the canal)

3.3 Vertical loadFor calculating the vertical loads, the following vertical loads were taken into account for each floor

(including roof and basement floor):

- Live load (char-value): 2 [kPa]; reduction factor =0.4; load factor 1.5

-

Dead load (char-value): 0.28 [m] concrete floor, light separation walls, tubes: 9.1 [kPa] in

total; load factor 1.2

- Basement floor in stability elements: representative permanent load 52.4 [kPa] and live load

2 [kPa]

Permanent load:

-

Concrete: 0.28*24=6.72 [kPa]- Separation walls: 9.1 [kPa]

Variable load:

- Live load: 2 [kPa]

For columns J3, F3, axis 1 and axis 8 in the upper floors the following procedure for ULS and SLS

loads is used:


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For axis 8 in the basement floor the following procedure for ULS and SLS loads is used:

3.4 Summary of total loadsFinally all after performing all the calculation the following tables are made showing the summary of

total loads on the needed piles and axiss.

Table 3: Total loads axis 1

Table 4: Total loads columns J3 and F3

Table 5: Total loads axis 8


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4. Foundation design columns J3 and F3

4.1Pile typeDepending on the required shaft resistance and the needed tension resistance in case of horizontal

wind load the length of the foundation pile should be defined. However for the bearing capacity

reaching the sand layer at approximately -16 [m] NAP should be enough.

Since the ground water table will be at the surface using of steel piles will not be a good choice due

to the possible corrosion. Therefore the best option will be concrete pile. Prefabricated concrete piles

are available up to around 50 [m]. Due to the fact that the closest structures to this site are 20

meter away and they are founded on driven displacement piles with smaller vulnerability to vibration,

pile jacking and vibrations will not be a big issue for the foundation piles. Therefore the best option

will be driving prefabricated concrete pile.

4.2 Pile tip levelThe required shaft resistance and total bearing capacity are the leading factors for determining the

required pile length and tip level, but according to the soil datas the first estimation is that the pile

should at least reach the deep sand layer located at approximately -16 [m] NAP.

4.3 LoadsA detailed calculation of the loads was performed in chapter number 2. In the following table the

final load is presented.

Table 6: Loads columns J3 and F3

4.4 Bearing capacity

The relative stiffness of columns J3 and F3 with respect to the walls is negligible, so it is assumedthat these columns do not receive lateral load. Besides, they carry the same vertical load and their

design is the same. Moreover, due to the fact that the pile cap thickness is around two meters, it is

assumed the cap is infinitely stiff. Otherwise, the software D-pile would not be suitable for interaction

calculations.

The total bearing capacity is the sum of skin friction and base resistance which are calculated with

the design values of the cone resistance.


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Table 7: Base resistance from CPT Eurocode):

Pile tip is located in the sand 2 layer which has a design cone resistance of 11 [MPa]. The total

skin friction is the sum of the skin friction over the four soil layers which is calculated based on the

cone resistance.

Table 8: Skin from CPT Eurocode)

Table 9: Skin friction and base resistance in the layers


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Total bearing resistance (compression) for a concrete square pile with base of 0.45 [m] and a length

of 16 [m]:

Table 10: Bearing capacity compression) of a single pile B=0.45[m]; L=16[m])

Bearing capacity calculations were performed based on cone resistance. The same method was

implemented in the software D-Pile, so the software was only used for interaction and settlement

calculations.

The number of piles for column J3 and F3 is:

Due to group effect outer piles receive more load than inner piles. Pile interaction was calculated

with the software D-Pile.

4.5 Settlement calculationAfter designing piles for columns J3 and F3 in ULS and checking group effect, settlement calculation

of the pile cap in SLS is checked, giving the following results:

Table 11: Displacement of the pile group

The displacement of the pile group for columns J3 and F3 is equal to 1 [cm] which is smaller than

the maximum allowed 15 [cm]. Later, it will be checked if the relative settlement of the structure is

smaller than the maximum.

Pile group effect is noticed more in SLS than in ULS. For example, by comparing columns 1 (corner)

and 10 (inner), there is a difference of 336 [kN] in load in SLS whilst in ULS the difference is

negligible because the piles are in the plastic zone.


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Table 12: Columns J3 and F3 pile Forces in SLS

Table 13: Columns J3 and F3 pile forces in ULS


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4.6 Final design for columns J3 and F3Twenty piles are necessary to guarantee stability in columns J3 and F3. They are organized in 5 rows

and 4 columns. The piles are square with a base B=0.45 [m] and length L=16 [m].

Figure 7: Columns J3 and F3 pile plan

Figure 8: Columns J3 and F3 pile profile B=0.45 [m]; L=16 [m])


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5. Foundation design wall in axis 1

5.1LoadsA detailed calculation of the loads was performed in chapter 2. In the following table the final load is

presented. Due to the fact that the pile cap thickness is around two meters and the load is applied

through the 56-meter wall, it is assumed the cap to infinitely stiff. Otherwise, the software D-pilewould not be suitable for interaction calculations.

Table 14: Loads in axis 1.

Additional compression due to horizontal load is calculated with the cantilever method as follows:

Figure 9: Cantilever method scheme


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Due to group effect outer piles receive more load than inner piles. Pile interaction was calculated

with the software D-Pile. The following geometrical configuration was used:

Figure 10: Axis 1 pile plan view

5.4Settlement calculationAfter designing piles for axis in ULS and checking group effect, settlement calculation of the pile cap

in SLS is checked, giving the following results.

The maximum displacements take place in the outer piles in compression. However, they do not

exceed the allowable displacement limit. The geometrical configuration is symmetrical, so wind

effect is the same in both directions.

Table 16: Maximum displacements axis 1

In this axis pile group effect is not as noticeable as in columns J3 and F3. However, interaction

between piles is necessary, so the loads are distributed when a pile reaches failure.


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Table 17: Pile forces in axis 1 in SLS

Table 18: Pile forces in axis 1 in ULS


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5. 5 Final design for axis 1Thirty two piles are necessary to guarantee stability in columns axis 1. The piles are square with a

base B=0.45 [m] and length L=16 [m]. In piles 17, 18, 19 and 20 the tension is around 850 [kN] for

ULS, but the ultimate capacity of the pile for tension is 1090 [kN], so the final design is:

Figure 11: Axis 1 final pile plan view

Figure 12: Axis 1 pile profile B=0.45 [m]; L=16 [m])


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6. Foundation design basementIn order to be able to calculate and determine the needed foundation piles under the basement,

firstly the basement has been divided into three different sections, seeFigure 13.Section 1 and 3

are areas that only the load of the basement is available there, while the section 2 is the part that

the forces coming from the 16 floors tower and basement itself should be transferred to the soil via

this section.

Figure 13: Basement division

The main calculation for this part will be done by the D -pile group software but before setting up

the software some pre calculations have to be done and be used as input for the software.

6.1 LoadsFor this part the loads are calculated for each section separately by using the values calculated in

chapter 2.

Vertical loads:

The vertical loads will be calculated as a total force in kNs in order to determine the needed

number of piles for a pre-design and as input for the software. Since section 2 in under a lot of

pressure coming from the tower, the uplift calculation will not be relevant for this section; however it

is calculated for sections 1 and 3. Table 19 shows the total downward force for each section, the

detailed calculation can be found in appendix B.

Section

Total downward force [kN]

ULS SLS

1 11731.2 7644

2 167206.8 145206

3 4512 2940Table 19: Total force on the basement

Moment due to longitudinal horizontal wind load:

This load will only have effect on the section 2. As it is already calculated in the previous part (based

on Cantilever method) the total compression and tension load working on the walls in section 2 will

be equal to 6244.56[kN] for ULSand 4112.045[kN] for SLS.


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Horizontal load in cross-sectional direction:

This horizontal load will be caused by the different total ground pressure at each side of the

basement due to the ground surface and water surface difference.

The basement starts at -0.34 [m] NAP and has an excavation depth of -3.70 [m] NAP. The water level

in the open water will never exceed -3.0m NAP and the phreatic level in the ground is not higher than-1.5 [m] NAP. Figure 14 shows the working loads on the basement in this direction.

Figure 14: Horizontal loads on the basement in cross-sectional direction

The schematized loads on the basement need to be in equilibrium and if not the excess load needs

to be supported by the piles.

Loads calculation:

Loads 2 and 3 are the water pressures. They are easily calculated.

Load number Height of water [m] Water load [kPa]

Load 2 2.2 22

Load 3 0.7 7Table 20: Water loads on basement

Load 1 is the horizontal earth pressure. This is the resultant of the sum of all the vertical loads times

a K factor. The surcharge on street level is assumed to be equal to 5 [kPa].

A crucial value in this calculation is the value of the K. In this case the load of the soil is available for

a long period therefore the pressure on the basement cannot be considered active or passive for the

entire life of the building. At a certain point it will go back to being the neutral earth pressure. For this

weak clayey soil the value of the neutral earth pressure k0is assumed to be equal to 0.7. Therefore

an equilibrium check can be done by using the following formulas:

Horizontal equilibrium for ULS: (63.78*0.7) + 22.0 - 7.0 = 59.65 [kPa]

- Total horizontal force= 59.65 * 50 * 3.7 = 11035.25 [kN]

Horizontal equilibrium for SLS: (54.54*0.7) + 22 7 = 53.178 [kPa}

- Total horizontal force= 53.178 * 50 * 3.7 = 9837.93 [kN]


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The previous calculations show that in both situations (ULS and SLS) the resultants of the horizontal

loads are not equal to zero; therefore these loads need to be transferred to the piles and then to the

deeper soil layers. The loads will be implemented into the software in the final design phase and the

stability of the basement will be checked.

6.2 Bearing capacityFor basement pile foundation the same bearing capacity as calculated and used in previouschapters will also be assumed. Therefor the total bearing capacity of each pile with a base of 0.45

[m] and a length of 16 [m] will be equal to 1539.72 [kN]

6.3 Pre-designFor the pre-design phase based on the calculated vertical and moment loads on each section of the

basement the number of needed piles are estimated. Since the end and final design will be based

on the results from the D-pile software the interactions are not taken into account in the pre-design

phase.

For each section the calculated vertical loads will be divided by total bearing capacity of each pile;therefore the needed amount of the piles for each section is calculated as shown in

Section

Used number of piles Calculated number of piles)

ULS SLS

1 9 5

2 ~120 (109+8) 101 (95+6)

3 ~6 (4.5) 2Table 21: Needed piles for basement

Since the number piles based on ULS calculations are the decisive ones, these values will be

inputted in the software. Figure 15 shows the final input for the piles under the basement.

Figure 15: Pile plan view basement


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6.4 Final design for basementIn the final design phase all the calculations above (vertical and horizontal loads in 2 direction which

one of them is working as a moment) is implemented in the D-pile software.

The soil profile is chosen to be more or less equal to the soil profile in previous parts since the whole

construction area is assumed to have the same soil layering and properties. The chosen pile is alsothe same as previous parts of the structure.

The goal of doing the calculation with the software is to be able to include the pile group effect and

the interaction between all the piles while all the loads are applied. Then the forces on each pile

should be checked to see whether they have exceeded the maximum bearing capacity of the piles or

not. Tables in appendix c show the result of software calculations for the applied loads and number

of piles for both ULS and SLS. For strength calculation the ULS loading situation is the decisive

loading case to base the calculation on.

According the result it can be concluded that none of the forces on the piles are exceeding the

maximum bearing capacity of a single pile. The forces are checked by applying the moment force in

both directions as well. Therefore it can be concluded that the chosen number of piles is delivering

enough support for the basement.

6.5 Settlement calculationThe settlement of the basement is also checked with the software. The result of pile displacement in

SLS is to be found in appendix D. The maximum allowable settlement for the basement is assumed

to be 150 [mm] and since the settlement of any of the piles is not exceeding above 100 [mm], it can

be said that the pile plan shows a good result considering the settlement criteria.


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7. Pile testingDuring the installation of the piles some test needs to be done in order to make sure that the piles

are going in the right direction with no cracks or damages along the length of the pile. Two methods

are available to check this namely; pile integrity testing and blow counts. In this part each method

will be separately explained and defined which method is more suitable to use.

7.1Pile integrity testIt is a quick and simple method and it enables number of piles to be tested in a single working day.

This method provides information about continuity, defects such as cracks, necking, soil incursions,

changes in cross section and approximate pile lengths. Integrity tests provide an indication of

soundness of concrete but they should be undertaken by persons experienced in the method and

capable of interpreting the results with specific regard to piling.

In piles integrity test, a small metal / hard rubber hammer is used to produce a light tap on the top of

the pile. The shock travels down the length of the pile and is reflected back from the toe of the pile

and recorded through a suitable transducer / accelerometer in a computer disk for subsequent

analysis. InFigure 16a sample of the result of the pile integrity test is illustrated. It is important to

know that if the wave shows various changes along the length of the pile that means some potential

problems might be expected there.

Figure 16: Pile integrity test sample

Figure 17 shows the results of pile integrity test in the Balthasar van der Polweg field. As it can be

concluded from the results, most of the piles are in good condition with no damages along the length

of the pile because there are not serious variations of the wave production.


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Figure 17: Pile integrity test at Balthasar van Polweg

7.2

Blow count testBlow count test is another method to test the drivability and to check whether there exists any

potential problem or not.

This method is taking into account the number of blows applied when driving 25 cm of pile in to the

soil. The acceptability of the hammer system is based on the demonstration that the pile can be

driven to the required capacity (as it is calculated before) with no damage within a penetration

resistance of about 15 to 25 blows per 25 cm.Figure 21 in appendix E shows a typical result of blow

counting in the field. As can be seen from the results most of the piles are well constructed with a

good amount of strength. There are some piles such as pile number 38, 39, 36, 35 and 28 which

have a higher number of blows (more than 25 blows) and that means they are placed in stiffer soil.

Pile number 36 has the highest blow count number and it would probably be a good idea to see ifthis pile passes the crack controlling test.

8. References Eurocode 7

NEN-9997-1


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Tables and FiguresTable 1: Characteristic values ..................................................................................................................... 5

Table 2: Design values................................................................................................................................. 5

Table 3: Total loads axis 1 ........................................................................................................................... 9

Table 4: Total loads columns J3 and F3 ..................................................................................................... 9

Table 5: Total loads axis 8 ........................................................................................................................... 9Table 6: Loads columns J3 and F3 .......................................................................................................... 10

Table 7: Base resistance from CPT (Eurocode): ...................................................................................... 11

Table 8: Skin from CPT (Eurocode) .......................................................................................................... 11

Table 9: Skin friction and base resistance in the layers......................................................................... 11

Table 10: Bearing capacity (compression) of a single pile (B=0.45[m]; L=16[m]) .............................. 12

Table 11: Displacement of the pile group ............................................................................................... 12

Table 12: Columns J3 and F3 pile Forces in SLS.................................................................................... 13

Table 13: Columns J3 and F3 pile forces in ULS .................................................................................... 13

Table 14: Loads in axis 1.......................................................................................................................... 15

Table 15: Bearing capacity (compression) of a single pile (B=0.45[m]; L=16[m]) .............................. 16

Table 16: Maximum displacements axis 1.............................................................................................. 17

Table 17: Pile forces in axis 1 in SLS ....................................................................................................... 18

Table 18: Pile forces in axis 1 in ULS ...................................................................................................... 18

Table 19: Total force on the basement ................................................................................................... 20

Table 20: Water loads on basement ....................................................................................................... 21

Table 21: Needed piles for basement ..................................................................................................... 22

Figure 1: Cross section of structure ............................................................................................................ 3

Figure 2: Structure axis................................................................................................................................ 3

Figure 3: Soil layers ...................................................................................................................................... 5

Figure 4: Characteristic wind pressure distribution ................................................................................... 7Figure 5: Horizontal actions and reactions (direction parallel to the canal) ............................................ 7

Figure 6: Horizontal actions and reactions (direction perpendicular to the canal) ................................. 8

Figure 7: Columns J3 and F3 pile plan .................................................................................................... 14

Figure 8: Columns J3 and F3 pile profile (B=0.45 [m]; L=16 [m])......................................................... 14

Figure 9: Cantilever method scheme ....................................................................................................... 15

Figure 10: Axis 1 pile plan view ................................................................................................................ 17

Figure 11: Axis 1 final pile plan view ....................................................................................................... 19

Figure 12: Axis 1 pile profile (B=0.45 [m]; L=16 [m])............................................................................. 19

Figure 13: Basement division .................................................................................................................. 20

Figure 14: Horizontal loads on the basement in cross-sectional direction ........................................... 21

Figure 15: Pile plan view basement ......................................................................................................... 22Figure 16: Pile integrity test sample ........................................................................................................ 24

Figure 17: Pile integrity test at Balthasar van Polweg ............................................................................ 25

Figure 18: CPT data number 8 ................................................................................................................. 27

Figure 19: Basement pile forces in ULS .................................................................................................. 31

Figure 20: Basement pile displacement in SLS ...................................................................................... 34

Figure 21: Pile blow counts ...................................................................................................................... 35


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Appendices

Appendix A: CPT data

Figure 18: CPT data number 8


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Appendix B: Detailed calculation of vertical loads on basement

- Section 1:

o ULS

Downward force: 67.08*15*26 = 26161.2 [kN] Uplift force: 10*26*15*3.7 = 14430 [kN]

Total force= 26161.2 14430 = 11731.2 [kN]

o SLS

Downward force: 56.6*15*26 = 22074 [kN]

Uplift force: 10*26*15*3.7 = 14430 [kN]

Total force= 22074 14430 = 7644 [kN]

- Section 2:

o ULS

Downward force: (23.2*16*22*(15+3.75))+(67.08*15*14) = 167206.8

[kN]

Total force= 167206.8 [kN]o SLS

Downward force: (20.2*16*22*(15+3.75))+(56.6*15*14) = 145206 [kN]

Total force= 145206 [kN]

- Section 3:

o

ULS

Downward force: 67.08*15*10= 10062 [kN]

Uplift force: 10*10*15*3.7 = 5550 [kN]

Total force= 10062 5550 = 4512 [kN]

o SLS

Downward force: 56.6*15*10 = 8490 [kN]

Uplift force: 10*10*15*3.7 = 5550 [kN]

Total force= 8490 5550 = 2940 [kN]


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Appendix C: Basement pile force calculation in ULS


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Figure 19: Basement pile forces in ULS


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Appendix D: Basement settlement calculation in SLS


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Figure 20: Basement pile displacement in SLS


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Appendix E: Pile blow counts

Figure 21: Pile blow counts

Foundation design building

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