Air Products Nederland B.V. Definitief ontwerp paalfundering

Air Products Nederland B.V.

Definitief ontwerp paalfundering

INHOUDSOPGAVE

blz.

1. INLEIDING

1

2. REFERENTIES

3

3. UITGANGSPUNTEN 3.1. Grondopbouw en grondparameters 3.2. Grondwaterstand 3.3. Paalfundatie 3.4. Belastingen 3.4.1. Ophoging 3.4.2. Negatieve kleef 3.4.3. Paalbelastingen 3.5. Partiële factoren 3.6. Specifieke uitgangspunten funderingsberekening

5 5 6 6 7 7 7 7 7 8

4. BEREKENINGSRESULTATEN 4.1. Draagvermogen 4.2. Veerstijfheden 4.3. Horizontale beddingen

10 10 10 11

5. CONCLUSIES EN AANBEVELINGEN 5.1. Aanbevelingen

13 13

laatste bladzijde

14

BIJLAGEN I D-Foundation uitvoer II Resultaten geotechnisch onderzoek MOS

aantal blz. 54 80

1.

INLEIDING Air Products Nederland B.V. is voornemens een nieuwe VDC te realiseren op het bedrijventerrein Polanenpark aan de Haarlemmerstraat te Haarlemmerliede. Het te ontwikkelen VDC is gelegen op een voormalig vuilstortterrein waar in het verleden verwerking en opslag van restproducten van de suikerbietproductie, zuiveringsslib en ontgrondingen van zand, klei en veen hebben plaatsgevonden. In de ontstane putten is onder andere huisvuil gestort. Om de bedrijfsactiviteiten van Air Products uit te kunnen voeren wordt riolering aangelegd, het terrein verhard, verlichting aangelegd, wordt een vulhal, kantoor en enkele canopies aangelegd. Daarnaast wordt een geluidsscherm gerealiseerd. Om het terrein aan te sluiten op de omliggende wegen is een ophoging nodig [ref. 2.]. Door het ophogen van het terrein en de belastingen die voortkomen uit de bedrijfsvoering, bijvoorbeeld opslag van materialen en/of parkeren van voertuigen treden mogelijk zettingen op. Daarnaast zullen de gebouwen en het geluidscherm gefundeerd dienen te worden. Om inzicht te krijgen in de bodemopbouw is geotechnisch onderzoek uitgevoerd. De resultaten van dit onderzoek dienen als uitgangspunt om de zettingen te bepalen, de verharding, riolering en fundering te ontwerpen. Dit rapport beschrijft het definitieve funderingsontwerp van het kantoor, vulhal en de canopies aan de vulhal gelegen op het terrein van de nieuwe VDC. Het doel van deze notitie is de definitieve afmetingen van de paalfundering vast te stellen. Het paaltype, paaldiameter en paallengte zullen worden bepaald en indien mogelijk geoptimaliseerd. Verder worden veerstijfheden en de horizontale beddingen van de paal bepaald.

Witteveen+Bos, ASD1426-1/koem3/058 definitief d.d. 6 maart 2013, Definitief ontwerp paalfundering

1

2


2.

REFERENTIES In dit rapport is gebruik gemaakt van de volgende bronnen: 1. NEN-EN 1997-1 Eurocode 7. Geotechnisch ontwerp, algemene regels, inclusief NENEN 1997-1/NB nationale bijlage en NEN 9097-1 aanvullende bepalingen voor het geotechnisch ontwerp, 2009; NEN EN 9997-1. 2. Witteveen+Bos, notitie van uitgangspunten, referentie ASD1426-1/bakn/028, d.d. 4 februari 2013. 3. Geotechnisch onderzoek. Nieuwbouw distributielocatie Air Products Nederland BV op Polanenpark, kenmerk: R1204117-AM_1, d.d. 31 Januari 2013, MOS Grondmechanica B.V. 4. Witteveen+Bos, geotechnisch advies, referentie ASD1426-1/winb/044, d.d. 7 februari 2013.


3

4


3.

UITGANGSPUNTEN

3.1.

Grondopbouw en grondparameters Op het terrein zijn 30 sonderingen en 9 boringen uitgevoerd [ref. 3.]. De resultaten van het geotechnisch onderzoek zijn bijgevoegd in bijlage II. De sonderingen hebben een gemiddelde uitvoeringsdiepte van NAP - 35 m. Het maaiveld varieert tussen NAP + 1,15 m en NAP + 1,45 m. Het maaiveld wordt opgehoogd naar NAP + 1,77 m [ref. 2.]. Door de ophoging is het maaiveld op dezelfde hoogte als de toegangswegen. Het vloerpeil komt op NAP + 2,0 m. Het terrein kan grofweg in twee verschillende sectoren worden ingedeeld. De indeling is weergegeven met een rode lijn in afbeelding 3.1. In de eerste sector is onder de zandige bovenlagen tot ongeveer NAP - 25 m huisvuil met daaronder zandige klei of silt te vinden. Op circa NAP - 25 m begint de draagkrachtige zandlaag. In de tweede sector is vanaf circa NAP - 15,0 m een draagkrachtige zandlaag aanwezig, waarin lokaal een conusweerstand tot meer dan 30 MPa wordt gemeten. De grondopbouw per sector is weergegeven in tabel 3.1 en tabel 3.2. De grondparameters volgen uit tabel 2b uit de Eurocode [ref. 1.] De grondlagen zijn afgeleid uit sonderingen en boringen. Tabel 3.1. Grondopbouw met grondparameters sector 1, sondering 2 grondsoort

b.k. laag

γdr/γsat

φ’

c’

[m NAP]

[kN/m³]

[graden]

[kPa]

zand, schoon, los

+ 1,3

17/19

30,0

0

zand, schoon, matig

- 0,2

18/20

32,5

0

huisafval

- 1,6

18/20

25,0

0

klei, zwak zandig, slap

- 5,3

15/15

22,5

0

zand, sterk siltig, kleiig

- 7,0

19/21

25,0

0

zand, sterk siltig

- 16,0

19/21

27,0

0

zand, schoon, vast

- 25,0

19/21

35,0

0

Tabel 3.2. Grondopbouw met grondparameters sector 2, sondering 5 grondsoort

b.k. laag

γdr/γsat

φ’

c’

[m NAP]

[kN/m³]

[graden]

[kPa]

zand, schoon, los

+ 1,3

17/19

30,0

0

zand, schoon, matig

+ 0,2

18/20

32,5

0

huisafval

- 2,0

18/20

25,0

0

klei, zwak zandig, matig

- 4,8

18/18

22,5

5

zand, schoon, los

- 8,8

17/19

30,0

0

klei, schoon, matig

- 13,3

17/17

17,5

5

zand, schoon, vast

- 14,4

19/21

35,0

0


5

Afbeelding 3.1. Overzicht grondopbouw

3.2.

Grondwaterstand

De gemiddelde grondwaterstand, die volgt uit [ref. 2.] varieert tussen NAP - 0,10 m en NAP - 1,75 m. In de berekeningen wordt conservatief uitgegaan van een hoge grondwaterstand van NAP - 0,10 m. 3.3.

Paalfundatie

Vanwege de in de ondergrond aanwezige klei en sliblagen is een paalfundatie nodig. Er wordt onderscheid gemaakt tussen zes te funderen elementen: - kantoor; - vulhal; - canopies aan de vulhal; - noordelijke canopies op het terrein; - oostelijke canopies op het terrein; - geluidsscherm. Doordat het terrein is gelegen op een oude vuilstort is het waarschijnlijk dat in de ondergrond obstakels worden aangetroffen in de vorm van puin of houtresten. Daarnaast blijkt uit het uitgevoerde geotechnisch onderzoek [ref. 3.] dat er een duidelijke tweededeling in het terrein aanwezig is. Geadviseerd wordt vibropalen toe te passen. Vibropalen zijn minder kwetsbaar dan prefab betonpalen. Obstakels als puin of houtresten leiden minder snel tot schade aan de paal.

6


De tweedeling in het terrein loopt door de toekomstige bebouwing. Om onduidelijkheden tijdens de uitvoering te voorkomen heeft Witteveen+Bos de voorkeur om zoveel mogelijk één funderingniveau aan te houden. Alleen ter plaatse van de oostelijke canopies is de grondslag zoveel gunstiger dat de benodigde paallengte hierbij geoptimaliseerd is. Sommige palen moeten door de vaste zandlaag worden geheid. Lokaal worden conusweerstanden van meer dan 30 MPa gemeten. Op die locaties kan zwaar heiwerk worden verwacht. Ook in deze situatie verdienen vibropalen de voorkeur. Vibropalen hebben daarnaast als voordeel dat de lengte kan worden gevarieerd tijdens de uitvoering. Wanneer vanwege (te) zwaar heiwerk de vibropalen niet op diepte kunnen worden geheid kan de paal op een hoger niveau worden gefundeerd. Hierbij dient dan wel de wapening op locatie te worden aangepast. De keuze voor een afwijkend paalniveau dient in overleg met de geotechnicus te worden genomen. 3.4.

Belastingen

3.4.1.

Ophoging

Het originele maaiveld wordt verhoogd van NAP + 1,15 m/NAP + 1,45 m naar NAP + 1,77 m. Gemiddeld bedraagt de ophoging 0,5 m. Aangenomen wordt dat deze ophoging gerealiseerd wordt met goed verdicht zand. 3.4.2.

Negatieve kleef

Na ingebruikname van het terrein wordt in de loop der jaren een zetting van het terrein van enkele cm verwacht [ref. 4.]. Door deze zettingen en zettingen door eventuele aanvullingen op het terrein in de toekomst treedt negatieve kleef op. Negatieve kleef is een extra belasting op de paal die ontstaat doordat de grond aan de paal gaat hangen. Aangenomen wordt dat negatieve kleef optreedt tot aan de onderkant van de samendrukbare grondlagen die in het geotechnisch advies [ref. 4.] beschreven zijn. 3.4.3.

Paalbelastingen

De maatgevende belasting is verschillend per te funderen element. Per funderingselement is aangeven wat de belasting is in tabel 3.3. Tabel 3.3. Maatgevende belasting per te funderen element funderingselement kantoor

FS;d; trek

FS;rep; trek

FS;d

FS;rep

Fnk;d

[kN/paal]

[kN/paal]

[kN/paal]

[kN/paal]

[kN/paal]

0

0

1082

816

197

86

28

889

583

211

canopies aan de vulhal

145

84

193

139

228

canopies op het terrein

70

25

170

127

188

0

0

140

104

228

vulhal

geluidsscherm

3.5.

Partiële factoren

De toegepaste partiële factoren zijn weergeven in tabel 3.4.


7

Tabel 3.4. Partiële weerstandsfactoren voor geheide palen (R3) weerstand

symbool

punt

γb

1,2

schacht (op druk)

γs

1,2

totaal/gecombineerd (op druk)

γt

1,2

schacht (op trek)

γs;t

1,35

3.6.

partiële factor

Specifieke uitgangspunten funderingsberekening

De berekening voor een fundering op palen bestaat in dit geval uit: - bepaling van drukdraagvermogen; - bepaling van trekdraagvermogen van de palen die op trek worden belast; - bepaling van de veerstijfheden; - bepalen horizontale beddingen. Deze berekeningen worden uitgevoerd volgens NEN-EN 9997-1:2012 [ref. 1.], CUR 2001-4 [ref. 4.] en CUR 77 [ref. 5.]. De paalberekeningen worden uitgevoerd met D-Foundations versie 8.1 (build 2.2). Het toegepaste paaltype en de bijbehorende toegepaste factoren voor de berekeningen van het paaldraagvermogen zijn weergegeven in tabel 3.5. De toegepaste ξ-waarden zijn weergeven in tabel 3.6. De sonderingen die uitgevoerd zijn bij de vulhal en de canopies laten een wisselend beeld zien op welke diepte de draagkrachtige zandlaag begint. Daardoor is het niet mogelijk de paallengte te baseren op een gemiddelde draagkracht van alle sonderingen. De sondering waarmee het laagste draagvermogen wordt berekend geldt als maatgevende sondering. Er is in de fundering geen onderscheid gemaakt tussen het kantoor en de vulhal of canopies aan de vulhal. Hoewel de palen onder het kantoor duidelijk zwaarder worden belast leidt dit bij deze grondopbouw tot een verschil in funderingsniveau van circa 2 meter. Zoals ook al aangegeven in paragraaf 3.3 gaat de voorkeur uit naar een zoveel mogelijk uniform funderingsniveau. De horizontale beddingen van de grondlagen zijn gebaseerd op de maatgevende sondering 1. In deze sondering is tot de grootste diepte sterk kleiig of siltige grondsoorten te vinden. Tabel 3.5. Paaleigenschappen omschrijving paaltype paalvoetdiameter paalschachtdiameter

waarde vibropaal 400 357

eenheid mm mm

bovenkant paal

+ 2,0

m t.o.v. NAP

onderkant paal

- 18,0 / -26,0

m t.o.v. NAP

lengte paal rekenfactor αs

20,0 / 28,0

m

0,012

-

rekenfactor αp

1,0

-

rekenfactor αt

0,010

pile tip cross section factor (s)

1,0

-

pile tip shape factor (β)

1,0

-

8


Tabel 3.6. Toegepaste ξ - waarden locatie

soort

type bouwwerk

aantal

ξ3

ξ4

sonderingen

grondonderzoek kantoor

grondproeven

niet stijf bouwwerk

N=5

1,28

1,03

vulhal

grondproeven

niet stijf bouwwerk

N=6

1,28

1,02

canopies vulhal

grondproeven

niet stijf bouwwerk

N=8

1,26

1,01

canopies terrein

grondproeven

niet stijf bouwwerk

N=4

1,32

1,03

geluidsscherm

grondproeven

niet stijf bouwwerk

N=5

1,28

1,03


9

4.

BEREKENINGSRESULTATEN

4.1.

Draagvermogen Uit de berekeningen volgt dat de palen die het zwaarst belast worden op een minimaal paalpuntniveau van NAP - 26,0 m komen. Voor de oostelijke canopies levert een paalpuntniveau van NAP - 18,0 m voldoende draagvermogen. In tabel 4.1 tot en met tabel 4.2 zijn de resultaten van de berekeningen weergegeven. De uitvoer van de berekeningen is weergegeven in bijlage I. Tabel 4.1. Toetsing drukdraagvermogen locatie

kantoor

p.p. niveau

belasting

neg. kleef

totale

draag-

toetsing u.c.

[NAP + m]

[kN/paal]

[kN/paal]

belasting

vermogen

≤1

[kN/paal]

[kN/paal]

- 26

1.082

197

1.279

1.443

0,89 0,76

vulhal

- 26

889

211

1.100

1.443

canopies vulhal

- 26

193

228

489

1.466

0,29

canopies terrein oost

- 18

170

188

365

753

0,48

canopies terrein noord

- 26

170

237

407

1.489

0,27

geluidscherm

- 26

140

228

368

1.721

0,22

Tabel 4.2. Toetsing trekdraagvermogen locatie

p.p. niveau

belasting

draagvermogen

[NAP + m]

[kN/paal]

[kN/paal]

toetsing u.c. ≤ 1

kantoor

- 26

0

n.v.t.

vulhal

- 26

86

250

n.v.t. 0,34

canopies vulhal

- 26

145

213

0,68

canopies terrein oost

- 18

70

212

0,33

canopies terrein noord

- 26

70

132

0,53

geluidscherm

- 26

0

n.v.t.

n.v.t.

4.2.

Veerstijfheden

De vervormingen en de veerstijfheden ten gevolg van de drukbelasting zijn bepaald aan de hand van de representatieve belasting. In tabel 4.3 is een overzicht gegeven van de berekende zakking. De veerstijfheid van de paal is bepaald aan de hand van de elastische verkorting van de paal en de individuele paalpuntzakking. De rekenwaarde van de veerstijfheden is bepaald door kd,hoog = krep * √2 en kd,laag = krep /√2. De resultaten van de berekening van de veerstijfheden zijn samengevat in tabel 4.4. Tabel 4.3. Zakking paalfundering type vervorming

symbool

hoeveelheid zetting [m]

paalpuntzakking

sb

0,006

elastische paalverkorting

sel;d

0,013

zakking ten gevolgen van groepseffect

s2

0,000

totale zakking

sd

0,019

Tabel 4.4. Veerstijfheid paalfundering eenheid

algemeen

k_verwacht

k_laag

k_hoog

veerstijfheid druk (BGT)

MN/m

76

n.v.t.

n.v.t.

veerstijfheid druk (UGT)

MN/m

n.v.t.

53

108

10


4.3.

Horizontale beddingen

Voor een constructieve toets op vervorming en om de horizontale krachten op de palen onder de canopies op te nemen, zijn de horizontale beddingen in de grond benodigd. De horizontale bedding is bepaald met behulp van de methode van Ménard. De rekenwaarde van de horizontale beddingen is bepaald door kd,hoog = krep * √2 en kd,laag = krep /√2. De resultaten van de berekening van de horizontale beddingen is samengevat in tabel 4.5. Tabel 4.5. Horizontale beddingen sondering 1 laagnummer

b.k. laag

grondsoort

[m t.o.v. NAP]

qc

kh

kh_laag

kh_hoog

[kPa]

[MN/m²]

[MN/m²]

[MN/m²]

1

1,30

klei

1.000

3,7

2,6

5,3

2

- 0,20

zand

10.000

19,3

13,6

27,3

3

- 2,60

silt

1.500

3,4

2,4

4,8

4

- 5,40

klei

300

1,1

0,8

1,6

5

- 6,20

silt

1.500

3,4

2,4

4,8

6

- 17,00

silt

500

1,1

0,8

1,6

7

- 20,00

zand

2.000

3,9

2,7

5,5

8

- 25,00

zand

22.000

42,4

30,0

60,0


11

12


5.

CONCLUSIES EN AANBEVELINGEN Deze notitie omvat het definitieve ontwerp van de paalfundering ten behoeven van nieuwbouw Vul- en Distributiecentrum (VDC) van Air Products B.V. op het bedrijven terrein Polanenpark aan de Haarlemmerstraat te Haarlemmerliede. Het doel van deze notitie is om aan de hand van belastingen een paaltype en paallengte te bepalen. Geadviseerd wordt vibropalen toe te passen. Vibropalen zijn minder kwetsbaar dan prefab betonpalen. Obstakels als puin of houtresten leiden minder snel tot schade aan de paal. Onder de toekomstige bebouwing bevindt zich een tweedeling in de grondopbouw. Onder het westelijk deel van de vulhal ligt de funderingslaag op circa NAP - 25,0 m terwijl aan de oostkant de funderingslaag op circa NAP - 15,0 m is gelegen. Om onduidelijkheden tijdens de uitvoering te voorkomen en variaties in de ondergrond op te vangen, heeft Witteveen+Bos de voorkeur om zoveel mogelijk één funderingniveau aan te houden. Dit betekent dat de palen aan de oostzijde door de vaste zandlaag moeten worden geheid. Lokaal worden conusweerstanden van meer dan 30 MPa gemeten. Op die locaties kan zwaar heiwerk worden verwacht. Ook in deze situatie verdienen vibropalen de voorkeur. Vibropalen hebben daarnaast als voordeel dat de lengte kan worden gevarieerd tijdens de uitvoering. Wanneer vanwege (te) zwaar heiwerk de vibropalen niet op diepte kunnen worden geheid kan de paal op een hoger niveau worden gefundeerd. Hierbij dient dan wel de wapening op locatie te worden aangepast. De keuze voor een afwijkend paalniveau dient in overleg met de geotechnicus te worden genomen. Een vibropaal met een voetdiameter van 400 mm en een schachtdiameter van 356 mm gefundeerd op een niveau van NAP - 26,0 m biedt voldoende druk- en trekdraagvermogen voor de maatgevende belasting inclusief de te verwachten negatieve kleef. Onder de oostelijke canopies kunnen kortere palen worden toegepast, waar een paalpuntniveau van NAP - 18 m voldoende draagkracht biedt.

5.1.

Aanbevelingen De nadere detaillering van het ontwerp dient te gescheiden in het uitvoeringsontwerp, waarin onder andere de volgende zaken nader dienen te worden bepaald: - detaillering paalkop- en schachtwapening van de vibropaal; - aansluiting palen en kolommen. Vibropalen hebben als voordeel dat de lengte kan worden gevarieerd tijdens de uitvoering. Wanneer vanwege (te) zwaar heiwerk de vibropalen niet op diepte kunnen worden geheid kan de paal op een hoger niveau worden gefundeerd. Hierbij dient dan wel de wapening op locatie te worden aangepast. De keuze voor een afwijkend paalniveau dient in overleg met de geotechnicus te worden genomen.


13

14


BIJLAGE I

D-FOUNDATION UITVOER

Witteveen+Bos, bijlage I behorende bij rapport ASD1426-1/koem3/058 d.d. 6 maart 2013

Witteveen+Bos, bijlage I behorende bij rapport ASD1426-1/koem3/058 d.d. 6 maart 2013

D-Foundations 8.1

Report for D-Foundations 8.1 Design and Verification according to Eurocode 7 of Bearing/Tension Piles and Shallow Foundations Developed by Deltares

Date of report: Time of report:

26-02-2013 16:42:37

Date of calculation: Time of calculation:

25-02-2013 12:09:49

Filename:

D:\..\berekeningen\paalfundering\druk\gebouw\druk, canopy Vulhal

Project identification:

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy Vulhal

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 Application Area Model Bearing Piles 2.4 Superstructure 2.5 General CPT Data 2.5.1 View of CPT's in Foundation Plan 2.6 Soil Data 2.6.1 Soil Profile 20 2.7 Pile Types 2.7.1 Pile type : LostTip 400 2.8 Foundation Plan 2.8.1 View of Foundation Plan 2.9 Excavation Data 2.10 Totalized Loads (design values) 2.11 Requirements 2.12 Overruled Parameters 2.13 Calculation Options 2.14 Model Options 3 Bearing Piles (EC7-NL): Results of the Option Complete Verification 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : LostTip 400 3.4 Verification of Limit State EQU 3.5 Verification of Limit State GEO 3.6 Verification of Serviceability limit state 3.7 Additional Information 3.7.1 The bearing capacity of shaft and point at Limit state GEO 3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State

26-02-2013

D:\..\druk\gebouw\druk, canopy Vulhal

2 3 3 3 3 3 3 3 4 4 5 5 5 6 6 7 7 7 7 7 9 9 9 9 9 9 10 10 10 11 11 11

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4: 5: 6: 7:

2.1 General Input Data Model

Bearing Piles (EC7-NL)

2.2 General Report Data Geotechnical consultant : Design engineer superstructure : Principal : Title 1 : Title 2 : Title 3 : Number of project : Location of project :

Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00 -26,00 -26,00 -26,00

22 26 21 27 20 30B 16

Top of pos. friction zone [m R.L.] -15,00 -16,00 -23,50 -13,00 -23,00 -21,00 -24,00

Bottom of neg. friction zone [m R.L.] -8,00 -8,00 -9,00 -7,00 -9,00 -10,00 -7,00

X-coordinate [m] 107970,91 107970,40 107944,19 108000,44 107920,48 107967,72 107920,99

Y-coordinate [m] 488389,18 488366,32 488389,82 488365,68 488390,12 488351,77 488413,03

2.6 Soil Data nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy Vulhal

Number of soil profiles (= number of CPT's) : 7 2.6.1 Soil Profile 20

2.3 Application Area Model Bearing Piles The verifications performed by the model BEARING PILES of D-FOUNDATIONS concern pile foundations on which axial static or quasi-static loads cause pressures in the piles. The calculations of pile forces and pile displacements are based on Cone Penetration Tests. Possible rise of (tension-)piles and horizontal displacements of piles and/or pile groups are not taken into account.

2.4 Superstructure Rigidity of the superstructure :

Belonging to CPT Surface level in [m. reference level] : Phreatic level in [m. reference level] : Pile tip level in [m. reference level] : Top of positive skin friction zone in [m. reference level] : Bottom of negative skin friction zone in [m. reference level] : OCR-value foundation layer : Expected groundlevel settlement in [m] : Number of layers in profile :

20 1,340 -0,100 -26,000 -23,000 -9,000 1,00 0,110 28

Non-Rigid

2.5 General CPT Data Number of CPT's : Timing of CPT's :

7 CPT - Excavation - Install Profile: 20

2.5.1 View of CPT's in Foundation Plan

5,00 Material

qc [MPa] 10,00

20,00

30,00

40,00

0,00

50,00

60,00

70,00

80,00 PL

Ground level (1,34)

NSFZ -5,00

Legend

Unit weight dry kN/m3 20,0 20,0 20,0

Unit weight wet kN/m3 20,0 20,0 20,0

deg 22,5 22,5 22,5

19,0 20,0 20,0 20,0

21,0 20,0 20,0 20,0

32,5 32,5 22,5 25,0

Phi

-10,00

Clay, orga.. Clay, orga.. Clay, Clay, orga.. clea.. Clay, clea.. Clay, sl s.. Clay, ve s..

16,0 15,0 16,0 17,0 20,0 20,0 20,0

16,0 15,0 16,0 17,0 20,0 20,0 20,0

15,0 15,0 15,0 17,5 25,0 22,5 32,5

-15,00

Clay, ve s.. Clay, clea.. Clay, sl s.. Clay, clea..

20,0 20,0 20,0 20,0

20,0 20,0 20,0 20,0

32,5 25,0 22,5 25,0

Clay, clea..

17,0

17,0

17,5

Clay, clea.. Clay, sl s.. Sand, ve s..

20,0 20,0 19,0

20,0 20,0 21,0

25,0 22,5 30,0

Sand, sl s.. Sand, ve s..

19,0 19,0

21,0 21,0

32,5 30,0

Sand, sl s..

19,0

21,0

32,5

Sand, clea..

20,0

22,0

40,0

Sand, sl s..

19,0

21,0

32,5

Sand, sl s..

19,0

21,0

32,5

-20,00

LostTip 400 (Edge pile) LostTip 400 (Middle pile) CPT

Clay, Clay, sl sl s.. s.. Clay, sl s.. Sand, sl s.. Clay, ve s.. Clay, sl s.. Clay, clea..

PSFZ

-25,00

PTL -30,00

16

17

-35,00

-40,00 Depth [m]

20

21

22

25

26

qc [MPa] Reduced qc for alpha_s [MPa]

27

Number layer

30B

1 2 3 4 5 6 26-02-2013

PL (Phreatic Level) = -0,10 [m] PTL (Pile Tip Level) = -26,00 [m] PSFZ = Positive skin friction zone, top = -23,00 [m] NSFZ = Negative skin friction zone, bottom = -9,00 [m]


Page 3

26-02-2013

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670

Gamma [kN/m3] 20,00 20,00 20,00 19,00 20,00 20,00

Gamma;sat [kN/m3] 20,00 20,00 20,00 21,00 20,00 20,00

Phi [deg] 22,50 22,50 22,50 32,50 32,50 22,50


Soil Type Clay Clay Clay Sand Clay Clay

Median (Sand/Gravel) [mm] ---0,200 --Page 4

D-Foundations 8.1 Number layer 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Top layer [m R.L.] -3,170 -4,170 -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670 -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Gamma [kN/m3] 20,00 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 19,00 19,00 19,00 19,00 20,00 19,00 19,00

Gamma;sat [kN/m3] 20,00 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 21,00 21,00 21,00 21,00 22,00 21,00 21,00

Phi [deg] 25,00 15,00 15,00 15,00 17,50 25,00 22,50 32,50 32,50 25,00 22,50 25,00 17,50 25,00 22,50 30,00 32,50 30,00 32,50 40,00 32,50 32,50

Soil Type Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Median (Sand/Gravel) [mm] ---------------0,200 0,200 0,200 0,200 0,200 0,200 0,200

D-Foundations 8.1 2.8.1 View of Foundation Plan

Legend LostTip 400 (Edge pile) LostTip 400 (Middle pile) CPT

paal 27

2.7 Pile Types

2.7.1 Pile type : LostTip 400 Pile type :

User defined (low vibrating)

Pile type for determination of execution factor alpha_s in sand/gravel: User defined alpha_s Sand : Evidence to support chosen alpha_s should be provided.

Pile nr/name 1: paal 27

0,0120

Y-coordinate [m] 488361,32

Fc;d (EQU/GEO) [kN] 193,00

Fc;d (SLS) [kN] 139,00

P0 [kN/m2] 10,00

Pile head level [m R.L.] 2,00

2.9 Excavation Data

Pile type for determination of exectution factor alpha_s in clay/loam/peat: alpha_s clay/loam/peat according to table 7f, NEN-EN paragraph 7.6.2.3 NEN 9097-1 (i) Note : alpha_s depends on the soiltype and relative depth. Pile type for determination of pile class factor alpha_p : User defined alpha_p : Evidence to support chosen alpha_p should be provided.

X-coordinate [m] 107915,08

Excavation level in [m. reference level] : Reduction model :

2,000 Safe (NEN)

1,0000

Pile type for use in load/settlement curve : Displacement pile Materialtype for pile : Concrete Slip layer : None Pile shape : Round pile with lost tip beta (user defined : Pile tip, shape factor) : 1,00 s (factor for the influence of the shape of the crosssection of the pile base) according to NEN-EN 1997-1:2005. Pile dimensions : Diameter at tip [m] : Diameter shaft [m] : Effective heigth enlarged base [m] :

0,400 0,356 0,000

2.8 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1

D-Foundations 8.1 -27 -20 -30B -16

Indication for qc-reduction due to safe reduction method

Profile: 22

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,34)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00

-40,00 Depth [m] qc [MPa] Reduced qc [MPa]

PL (Phreatic Level) = -0,10 [m] = Initial Effective Stress = Effective Stress

2.10 Totalized Loads (design values) Total load on all piles For limit state EQU/GEO in [kN] : For Serviceability limit state in [kN] :

193,00 139,00

2.11 Requirements Limit state GEO Maximum allowed settlement in [m] : Maximum allowed (relative) rotation : Serviceability Limit State Maximum allowed settlement in [m] : Maximum allowed (relative) rotation :

0,150 1 / 100 0,150 1 / 300

2.12 Overruled Parameters User defined Factor xi3 [-] : User defined Factor xi4 [-] :

1,26 1,01

2.13 Calculation Options Use pilegroup for negative skin friction (standard) Do not create intermediate results file Use reduction for continuous flight auger piles (standard) Use the influence of excavations (standard).

2.14 Model Options Selected pile types : -LostTip 400 Selected profiles : -22 -26 -21 26-02-2013


Page 7

26-02-2013


Page 8

D-Foundations 8.1

D-Foundations 8.1 Slip layer : Pile shape : beta (user defined : Pile tip, shape factor) : s (NEN-EN 1997 1:2005 par. 7.6.2.3(h), NEN 9097-1 : factor for the influence of the shape of the crosssection of the pile base) :

3 Bearing Piles (EC7-NL): Results of the Option Complete Verification 3.1 Errors and Warnings Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Pile Type LostTip 400: Warning : The factor Beta (NEN-EN 1997 1:2005 par. 7.6.2.3(g): NEN 9097-1) is user defined. Evidence to support this from the NEN deviating value has to be provided. The CPT's do not meet the requirements set by NEN 9097-1 par 3.2.3 because : - The bearing capacity per CPT differs too much for this to be a valid calculation (Delta Rc;cal;max > 0.5 * Rc;cal;max;gem). - Delta Rc;cal;max = 699,51 Rc;cal;max;gem = 624,46 ALL THE RESULTS OF THIS CALCULATION ARE INVALID.

3.2 Remarks When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil.

3.3 Calculation Parameters

Pile dimensions : Diameter at tip [m] : Diameter shaft [m] : Effective heigth enlarged base [m] :

CPT

22 26 21 27 20 30B 16

1,00

0,400 0,356 0,000

Alpha_s Clay/Loam Peat ---0,0297 ----

Alpha_p

1,0000 1,0000 1,0000 1,0000 1,0000 1,0000 1,0000

3.4 Verification of Limit State EQU Required by NEN-EN 1997-1 section 2.4.7 / 2.4.8: Ed <= Cd. Non rigid superstructure, verify load per pile with bearing capacity per pile. Fc;d = Rc;d =

3.3.1 Pile Factors

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120 0,0120 0,0120 0,0120

None Round pile with lost tip 1,00

193,000 [kN] 1829,680 [kN]

The requirements of limit state EQU are met, limit state EQU is ok.

gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : xi3 (user defined) : xi4 (user defined) :

1,00

Note: Negative skin friction plays NO part in Limit State EQU. Its influence is incorporated in the tests for Limit State GEO and the Serviceability limit state. The intermediate results provide a full overview of all values that are calculated for the negative skin friction. Purely indicative, the values for the negative skin friction vary from 140 [kN] to 228 [kN] per pile.

1,20

3.5 Verification of Limit State GEO

1,20

1,00 1,26 1,01

Required by NEN-EN 1997-1:2005 paragraaf 2.4.9; NEN 9097-1: Sd <= Sreq. Sd = Sreq =

0,005 [m] 0,150 [m]


The settlement requirements of limit state GEO are met, this is ok.



With only 1 pile rotation as defined in the NEN-EN is not an issue.

3.6 Verification of Serviceability limit state

0,0120

Required by NEN-EN 1997-1:2005 paragraaf 2.4.9; NEN 9097-1: Sd <= Sreq. For houses, the requirement is : Sreq = 0.05 m. For other types of superstructures a different (well considered) requirement can be specified.

Pile type for determination of exectution factor alpha_s in clay/loam/peat: alpha_s clay/loam/peat according to table 7f, NEN-EN paragraph 7.6.2.3 NEN 9097-1 (i) Note : alpha_s depends on the soiltype and relative depth. Pile type for determination of pile class factor alpha_p : User defined alpha_p : Evidence to support chosen alpha_p should be provided. Pile type for use in load/settlement curve : Materialtype for pile : 26-02-2013


Sd = Sreq =

0,004 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok. 1,0000


Displacement pile Concrete Page 9

26-02-2013


Page 10

D-Foundations 8.1

3.7 Additional Information The design values of the maximum shaft tensions (calculated at the transition of positive to negative skin friction) are At Limit state EQU, GEO :sigma = At Serviceability Limit Statesigma =

4,23 [N/mm2] 3,69 [N/mm2]

The maximum settlement was found at : Limit state GEO CPT name 20 Pile name: paal 27 Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,004 [m] s2 = 0,000 [m] Serviceability Limit State CPT name Pile name:

20 paal 27

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,003 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 22 26 21 27 20 30B 16

Bearing Cap. Shaft [kN] Rs;d 930,565 916,163 316,780 1424,475 350,806 595,702 260,754

Bearing Cap. Point [kN] Rb;d 1008,736 1246,664 1239,549 1246,664 1115,843 1246,664 1246,664

Bearing Cap. Total [kN] 1939,301 2162,827 1556,329 2671,139 1466,649 1842,366 1507,418

3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 22 26 21 27 20 30B 16




End of Report

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D-Foundations 8.1



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nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy terrein Noord

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 Application Area Model Bearing Piles 2.4 Superstructure 2.5 General CPT Data 2.5.1 View of CPT's in Foundation Plan 2.6 Soil Data 2.7 Pile Types 2.7.1 Pile type : LostTip 400 2.8 Foundation Plan 2.8.1 View of Foundation Plan 2.9 Excavation Data 2.10 Totalized Loads (design values) 2.11 Requirements 2.12 Overruled Parameters 2.13 Calculation Options 2.14 Model Options 3 Bearing Piles (EC7-NL): Results of the Option Complete Verification 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : LostTip 400 3.4 Verification of Limit State EQU 3.5 Verification of Limit State GEO 3.6 Verification of Serviceability limit state 3.7 Additional Information 3.7.1 The bearing capacity of shaft and point at Limit state GEO 3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State

26-02-2013

D:\..\gebouw\druk, canopy terrein Noord

2 3 3 3 3 3 3 3 4 4 4 4 5 5 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 9 9

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4:



2.2 General Report Data

13 12 7B 6

Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00

Top of pos. friction zone [m R.L.] -19,00 -24,00 -18,00 -24,60

Bottom of neg. friction zone [m R.L.] -7,00 -10,00 -7,00 -8,00

X-coordinate [m] 107954,24 107921,24 107959,47 107925,69

Y-coordinate [m] 488427,87 488428,40 488446,88 488447,41

2.6 Soil Data

Geotechnical consultant : Design engineer superstructure : Principal : Title 1 : Title 2 : Title 3 : Number of project : Location of project :

Number of soil profiles (= number of CPT's) : 4

2.7 Pile Types

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy terrein Noord




Non-Rigid

4 CPT - Excavation - Install

0,0120

Pile type for determination of exectution factor alpha_s in clay/loam/peat: alpha_s clay/loam/peat according to table 7f, NEN-EN paragraph 7.6.2.3 NEN 9097-1 (i) Note : alpha_s depends on the soiltype and relative depth.

1,0000

Pile type for use in load/settlement curve : Displacement pile Materialtype for pile : Concrete Slip layer : None Pile shape : Round pile with lost tip beta (user defined : Pile tip, shape factor) : 1,00 s (factor for the influence of the shape of the crosssection of the pile base) according to NEN-EN 1997-1:2005.



Legend LostTip 400 (Edge pile) 6

LostTip 400 (Middle pile) CPT

7B

12

13

16

17

20


Pile type for determination of pile class factor alpha_p : User defined alpha_p : Evidence to support chosen alpha_p should be provided.



0,400 0,356 0,000

2.8 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure

21

22

25

26

27

30B

26-02-2013


Page 3

26-02-2013


Page 4

D-Foundations 8.1

D-Foundations 8.1

2.8.1 View of Foundation Plan


Legend

Profile: 13

5,00

LostTip 400 (Edge pile)

[kN/m2]

qc [MPa] 10


20

30

40

0,00

50

60

70

0

80

Ground level (1,35)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00

-40,00 Depth [m]

1

qc [MPa] Reduced qc [MPa]


2.10 Totalized Loads (design values) Pile nr/name 1: 1




Fc;d (SLS) [kN] 127,00

P0 [kN/m2] 10,00


Total load on all piles For limit state EQU/GEO in [kN] : For Serviceability limit state in [kN] :

170,00 127,00

2.11 Requirements

2.9 Excavation Data Excavation level in [m. reference level] : Reduction model :

Limit state GEO Maximum allowed settlement in [m] : Maximum allowed (relative) rotation : Serviceability Limit State Maximum allowed settlement in [m] : Maximum allowed (relative) rotation :

2,000 Safe (NEN)

0,150 1 / 100 0,150 1 / 300


1,28 1,03


2.14 Model Options Selected pile types : -LostTip 400 Selected profiles : -13 -12 -7B 26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1 -6

D-Foundations 8.1 Materialtype for pile : Slip layer : Pile shape : beta (user defined : Pile tip, shape factor) : s (NEN-EN 1997 1:2005 par. 7.6.2.3(h), NEN 9097-1 : factor for the influence of the shape of the crosssection of the pile base) :



CPT

13 12 7B 6

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120

Concrete None Round pile with lost tip 1,00 1,00

0,400 0,356 0,000

Alpha_s Clay/Loam Peat

Alpha_p

-----

1,0000 1,0000 1,0000 1,0000

3.4 Verification of Limit State EQU 3.2 Remarks When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil.


Required by NEN-EN 1997-1 section 2.4.7 / 2.4.8: Ed <= Cd. Non rigid superstructure, verify load per pile with bearing capacity per pile. Fc;d = Rc;d =

170,000 [kN] 1666,539 [kN]

The requirements of limit state EQU are met, limit state EQU is ok. Note: Negative skin friction plays NO part in Limit State EQU. Its influence is incorporated in the tests for Limit State GEO and the Serviceability limit state. The intermediate results provide a full overview of all values that are calculated for the negative skin friction. Purely indicative, the values for the negative skin friction vary from 141 [kN] to 237 [kN] per pile.

3.3.1 Pile Factors gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : xi3 (user defined) : xi4 (user defined) :

1,20


1,00

Required by NEN-EN 1997-1:2005 paragraaf 2.4.9; NEN 9097-1: Sd <= Sreq.

1,20

Sd = Sreq =

1,00 1,28 1,03

0,005 [m] 0,150 [m]

The settlement requirements of limit state GEO are met, this is ok. 3.3.2 Pile type : LostTip 400


Pile type :



3.6 Verification of Serviceability limit state Required by NEN-EN 1997-1:2005 paragraaf 2.4.9; NEN 9097-1: Sd <= Sreq. For houses, the requirement is : Sreq = 0.05 m. For other types of superstructures a different (well considered) requirement can be specified.

0,0120


Sd = Sreq =



Pile type for use in load/settlement curve : 26-02-2013

0,004 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok.

1,0000

3.7 Additional Information

Displacement pile

The design values of the maximum shaft tensions (calculated at the transition of positive to negative skin friction) are


Page 7

26-02-2013


Page 8

D-Foundations 8.1 At Limit state EQU, GEO :sigma = At Serviceability Limit Statesigma =

4,09 [N/mm2] 3,66 [N/mm2]

The maximum settlement was found at : Limit state GEO CPT name 12 Pile name: 1 Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,004 [m] s2 = 0,000 [m] Serviceability Limit State CPT name Pile name:

12 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,003 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 13 12 7B 6

Bearing Cap. Shaft [kN] Rs;d 626,898 262,127 684,902 183,489

Bearing Cap. Point [kN] Rb;d 1227,185 1227,185 1227,185 1227,185

Bearing Cap. Total [kN] 1854,083 1489,312 1912,087 1410,674

3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 13 12 7B 6




End of Report

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nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy terrein Oost


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Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4:




18 15 14 9

Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00

Top of pos. friction zone [m R.L.] -15,00 -15,00 -17,50 -12,00

Bottom of neg. friction zone [m R.L.] -8,50 -8,00 -7,50 -7,00

X-coordinate [m] 108010,63 108020,92 107988,88 108011,06

Y-coordinate [m] 488403,58 488418,51 488419,70 488437,26

2.6 Soil Data



2.7 Pile Types

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy terrein Oost




Non-Rigid



0,0120




1,0000





0,400 0,356 0,000

9

2.8 Foundation Plan 14 16

15

Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure

17 18

20

21

25

22

26

27

30B

26-02-2013


Page 3

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Page 4

D-Foundations 8.1

D-Foundations 8.1



Legend

Profile: 18

5,00


[kN/m2]

qc [MPa]


10

20

30

40

0,00

50

60

70

0

80

Ground level (1,31)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00

1 -40,00 Depth [m] qc [MPa] Reduced qc [MPa]






Fc;d (SLS) [kN] 127,00

P0 [kN/m2] 10,00



170,00 127,00

2.11 Requirements



2,000 Safe (NEN)

0,150 1 / 100 0,150 1 / 300


1,28 1,03




Page 5

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Page 6

D-Foundations 8.1 -9

D-Foundations 8.1 Materialtype for pile : Slip layer : Pile shape : beta (user defined : Pile tip, shape factor) : s (NEN-EN 1997 1:2005 par. 7.6.2.3(h), NEN 9097-1 : factor for the influence of the shape of the crosssection of the pile base) :

3 Bearing Piles (EC7-NL): Results of the Option Complete Verification 3.1 Errors and Warnings Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Pile Type LostTip 400: Warning : The factor Beta (NEN-EN 1997 1:2005 par. 7.6.2.3(g): NEN 9097-1) is user defined. Evidence to support this from the NEN deviating value has to be provided. The CPT's do not meet the requirements set by NEN 9097-1 par 3.2.3 because : - the maximum allowed center to center distance for CPT's is exceeded. - not all piles are positioned within the prescribed area of the CPT's.

3.2 Remarks When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil. Performing the check on NEN 9097-1 par 3.2.3, the average distance between the different CPT's used for this check is 25 m.



CPT

18 15 14 9

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120

Concrete None Round pile with lost tip 1,00 1,00

0,400 0,356 0,000


Alpha_p

-----

1,0000 1,0000 1,0000 1,0000


170,000 [kN] 2520,060 [kN]

The requirements of limit state EQU are met, limit state EQU is ok. Note: Negative skin friction plays NO part in Limit State EQU. Its influence is incorporated in the tests for Limit State GEO and the Serviceability limit state. The intermediate results provide a full overview of all values that are calculated for the negative skin friction. Purely indicative, the values for the negative skin friction vary from 148 [kN] to 188 [kN] per pile.


1,20


1,00


1,20

Sd = Sreq =

1,00 1,28 1,03

0,003 [m] 0,150 [m]

The settlement requirements of limit state GEO are met, this is ok. 3.3.2 Pile type : LostTip 400


Pile type :




0,0120


Sd = Sreq =



Pile type for use in load/settlement curve : 26-02-2013

0,003 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok.

1,0000

3.7 Additional Information

Displacement pile



Page 7

26-02-2013


Page 8


3,60 [N/mm2] 3,17 [N/mm2]


18 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,000 [m] sel;d = 0,003 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 18 15 14 9




3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 18 15 14 9




End of Report

26-02-2013


Page 9

D-Foundations 8.1



15-02-2013 15:26:56


15-02-2013 15:24:28

Filename:

D:\..\ijdm\Desktop\ASD1426-1\paalfundering\druk\gebouw\druk, canopy


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy


15-02-2013

D:\..\druk\gebouw\druk, canopy

2 3 3 3 3 3 3 3 4 4 5 5 5 6 6 7 7 7 7 7 9 9 9 9 9 9 10 10 10 11 11 11

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4: 5: 6: 7:




Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00 -26,00 -26,00 -26,00

22 26 21 27 20 30B 16

Top of pos. friction zone [m R.L.] -15,00 -16,00 -23,50 -13,00 -23,00 -21,00 -24,00

Bottom of neg. friction zone [m R.L.] -8,00 -8,00 -9,00 -7,00 -9,00 -10,00 -7,00

X-coordinate [m] 107970,91 107970,40 107944,19 108000,44 107920,48 107967,72 107920,99

Y-coordinate [m] 488389,18 488366,32 488389,82 488365,68 488390,12 488351,77 488413,03

2.6 Soil Data nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, canopy

Number of soil profiles (= number of CPT's) : 7 2.6.1 Soil Profile 20




20 1,340 -0,100 -26,000 -23,000 -9,000 1,00 0,110 28

Non-Rigid




5,00 Material

qc [MPa] 10,00

20,00

30,00

40,00

0,00

50,00

60,00

70,00

80,00 PL

Ground level (1,34)

NSFZ -5,00

Legend



deg 22,5 22,5 22,5

19,0 20,0 20,0 20,0

21,0 20,0 20,0 20,0

32,5 32,5 22,5 25,0

Phi

-10,00

Clay, orga.. Clay, orga.. Clay, Clay, orga.. clea.. Clay, clea.. Clay, sl s.. Clay, ve s..

16,0 15,0 16,0 17,0 20,0 20,0 20,0

16,0 15,0 16,0 17,0 20,0 20,0 20,0

15,0 15,0 15,0 17,5 25,0 22,5 32,5

-15,00


20,0 20,0 20,0 20,0

20,0 20,0 20,0 20,0

32,5 25,0 22,5 25,0

Clay, clea..

17,0

17,0

17,5


20,0 20,0 19,0

20,0 20,0 21,0

25,0 22,5 30,0


19,0 19,0

21,0 21,0

32,5 30,0

Sand, sl s..

19,0

21,0

32,5

Sand, clea..

20,0

22,0

40,0

Sand, sl s..

19,0

21,0

32,5

Sand, sl s..

19,0

21,0

32,5

-20,00


Clay, Clay, sl sl s.. s.. Clay, sl s.. Sand, sl s.. Clay, ve s.. Clay, sl s.. Clay, clea..

PSFZ

-25,00

PTL -30,00

16

17

-35,00

-40,00 Depth [m]

20

21

22

25

26


27

Number layer

30B

1 2 3 4 5 6 15-02-2013



Page 3

15-02-2013

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670

Gamma

Gamma;sat

[kN/m3] 20,00 20,00 20,00 19,00 20,00 20,00

[kN/m3] 20,00 20,00 20,00 21,00 20,00 20,00

Phi [deg] 22,50 22,50 22,50 32,50 32,50 22,50


Soil Type Clay Clay Clay Sand Clay Clay

Median (Sand/Gravel) [mm] ---0,200 --Page 4

D-Foundations 8.1 Number layer 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Top layer [m R.L.] -3,170 -4,170 -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670 -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Gamma

Gamma;sat

[kN/m3] 20,00 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 19,00 19,00 19,00 19,00 20,00 19,00 19,00

[kN/m3] 20,00 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 21,00 21,00 21,00 21,00 22,00 21,00 21,00

Phi [deg] 25,00 15,00 15,00 15,00 17,50 25,00 22,50 32,50 32,50 25,00 22,50 25,00 17,50 25,00 22,50 30,00 32,50 30,00 32,50 40,00 32,50 32,50

Soil Type Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Median (Sand/Gravel) [mm] ---------------0,200 0,200 0,200 0,200 0,200 0,200 0,200



paal 27

2.7 Pile Types




Pile nr/name 1: paal 27

0,0120



Fc;d (SLS) [kN] 194,00

P0 [kN/m2] 10,00


2.9 Excavation Data




2,000 Safe (NEN)

1,0000


0,400 0,356 0,000

2.8 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 15-02-2013


Page 5

15-02-2013


Page 6

D-Foundations 8.1

D-Foundations 8.1 -27 -20 -30B -16


Profile: 22

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,34)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00




261,00 194,00


0,150 1 / 100 0,150 1 / 300


1,26 1,01




Page 7

15-02-2013


Page 8

D-Foundations 8.1



3.2 Remarks When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil.



CPT

22 26 21 27 20 30B 16

1,00

0,400 0,356 0,000

Alpha_s Clay/Loam Peat ---0,0297 ----

Alpha_p

1,0000 1,0000 1,0000 1,0000 1,0000 1,0000 1,0000


3.3.1 Pile Factors

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120 0,0120 0,0120 0,0120


261,000 [kN] 1829,680 [kN]


gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : xi3 (user defined) : xi4 (user defined) :

1,00


1,20


1,20

1,00 1,26 1,01

Required by NEN-EN 1997-1:2005 paragraaf 2.4.9; NEN 9097-1: Sd <= Sreq. Sd = Sreq =

0,006 [m] 0,150 [m]







0,0120




Sd = Sreq =

0,005 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok. 1,0000


Displacement pile Concrete Page 9

15-02-2013


Page 10

D-Foundations 8.1

3.7 Additional Information The design values of the maximum shaft tensions (calculated at the transition of positive to negative skin friction) are At Limit state EQU, GEO :sigma = At Serviceability Limit Statesigma =

4,91 [N/mm2] 4,24 [N/mm2]

The maximum settlement was found at : Limit state GEO CPT name 20 Pile name: paal 27 Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,005 [m] s2 = 0,000 [m] Serviceability Limit State CPT name Pile name:

20 paal 27

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,004 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 22 26 21 27 20 30B 16




3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 22 26 21 27 20 30B 16




End of Report

15-02-2013


Page 11

D-Foundations 8.1



26-02-2013 16:45:10


26-02-2013 16:43:28

Filename:

D:\..\berekeningen\paalfundering\druk\gebouw\druk, geluidsscherm


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, geluidsscherm


26-02-2013

D:\..\druk\gebouw\druk, geluidsscherm

2 3 3 3 3 3 3 3 4 4 4 4 5 5 6 6 6 6 6 7 7 7 7 7 7 8 8 8 8 9 9

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 30B 2: 29 3: 26



Pile tip level [m R.L.] -26,00 -26,00 -26,00

Top of pos. friction zone [m R.L.] -21,00 -20,00 -16,00

Bottom of neg. friction zone [m R.L.] -10,00 -7,00 -8,00

X-coordinate [m] 107967,72 107932,08 107970,40

Y-coordinate [m] 488351,77 488344,11 488366,32

2.6 Soil Data




2.7 Pile Types nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, geluidsscherm




Non-Rigid



0,0120




1,0000





0,400 0,356 0,000

2.8 Foundation Plan

22

Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 25

26

30B

29

26-02-2013


Page 3

26-02-2013


Page 4

D-Foundations 8.1

D-Foundations 8.1



Legend

Profile: 30B

5,00


[kN/m2]

qc [MPa]


10

20

30

0,00

40

50

0

60

Ground level (1,26)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

1 -30,00

-35,00







Fc;d (SLS) [kN] 104,00

P0 [kN/m2] 10,00



140,00 104,00

2.11 Requirements



2,000 Safe (NEN)

0,150 1 / 100 0,150 1 / 300


1,28 1,03


2.14 Model Options Selected pile types : -LostTip 400 Selected profiles : -30B -29 -26 26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1




CPT

30B 29 26

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120

1,00

0,400 0,356 0,000


Alpha_p

----

1,0000 1,0000 1,0000

3.4 Verification of Limit State EQU

3.2 Remarks

Required by NEN-EN 1997-1 section 2.4.7 / 2.4.8: Ed <= Cd. Non rigid superstructure, verify load per pile with bearing capacity per pile.

When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil.

Fc;d = Rc;d =

140,000 [kN] 1969,024 [kN]





1,20


1,00


1,20

Sd = Sreq =

1,00 1,28 1,03

0,004 [m] 0,150 [m]

The settlement requirements of limit state GEO are met, this is ok. With only 1 pile rotation as defined in the NEN-EN is not an issue.






0,0120

Sd = Sreq =



0,003 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok. With only 1 pile rotation as defined in the NEN-EN is not an issue.

3.7 Additional Information 1,0000


Displacement pile Concrete


At Limit state EQU, GEO :sigma = At Serviceability Limit Statesigma = Page 7

26-02-2013

3,70 [N/mm2] 3,34 [N/mm2] D:\..\druk\gebouw\druk, geluidsscherm

Page 8

D-Foundations 8.1 The maximum settlement was found at : Limit state GEO CPT name 30B Pile name: 1 Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,001 [m] sel;d = 0,003 [m] s2 = 0,000 [m] Serviceability Limit State CPT name Pile name:

30B 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,000 [m] sel;d = 0,003 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 30B 29 26

Bearing Cap. Shaft [kN] Rs;d 586,394 737,277 901,848

Bearing Cap. Point [kN] Rb;d 1227,185 1227,185 1227,185

Bearing Cap. Total [kN] 1813,579 1964,462 2129,033

3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 30B 29 26

Bearing Cap. Shaft [kN] Rs;d 703,672 884,733 1082,218

Bearing Cap. Point [kN] Rb;d 1472,622 1472,622 1472,622

Bearing Cap. Total [kN] 2176,294 2357,355 2554,840

End of Report

26-02-2013


Page 9

D-Foundations 8.1



26-02-2013 16:49:56


26-02-2013 16:45:47

Filename:

D:\..\ASD1426-1\berekeningen\paalfundering\druk\gebouw\druk, kantoor


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, kantoor


26-02-2013

D:\..\druk\gebouw\druk, kantoor

2 3 3 3 3 3 3 3 4 4 5 5 5 6 6 7 7 7 7 7 9 9 9 9 9 9 10 10 10 10 11 11

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4: 5:




Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00 -26,00

16 21 24 25 20

Top of pos. friction zone [m R.L.] -23,00 -23,50 -21,00 -22,00 -23,00

Bottom of neg. friction zone [m R.L.] -7,00 -9,00 -9,00 -9,00 -9,00

X-coordinate [m] 107920,99 107944,19 107920,08 107943,82 107920,48

Y-coordinate [m] 488413,03 488389,82 488367,21 488366,70 488390,12

2.6 Soil Data


Number of soil profiles (= number of CPT's) : 5 nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, kantoor

2.6.1 Soil Profile 20



20 1,340 -0,100 -26,000 -23,000 -9,000 1,00 0,110 28


Non-Rigid


Profile: 20


5,00 Material

qc [MPa] 10,00

20,00

30,00

40,00

50,00

60,00

70,00

80,00

21,0 20,0 20,0 20,0 16,0 15,0 16,0 17,0 20,0 20,0 20,0

deg 22,5 22,5 22,5 32,5 32,5 22,5 25,0 15,0 15,0 15,0 17,5 25,0 22,5 32,5

Phi

-15,00


20,0 20,0 20,0 20,0

20,0 20,0 20,0 20,0

32,5 25,0 22,5 25,0

NSFZ

-20,00

PSFZ

-25,00

Legend


19,0 20,0 20,0 20,0 16,0 15,0 16,0 17,0 20,0 20,0 20,0

-10,00

PL

Ground level (1,34)

-5,00

16


Clay, sl sl s.. s.. Clay, Clay, sl s.. Sand, sl s.. Clay, ve s.. Clay, sl s.. Clay, clea.. Clay, orga.. Clay, orga.. orga.. Clay, Clay, clea.. Clay, clea.. Clay, sl s.. Clay, ve s..

0,00


Clay, clea..

17,0

17,0

17,5


20,0 20,0 19,0

20,0 20,0 21,0

25,0 22,5 30,0


19,0 19,0

21,0 21,0

32,5 30,0

PTL


-30,00

Sand, sl s..

19,0

21,0

32,5

Sand, clea..

20,0

22,0

40,0

Sand, sl s..

19,0

21,0

32,5

Sand, sl s..

19,0

21,0

32,5

-35,00

-40,00 Depth [m]



20

21

Number layer

24

26-02-2013

1 2 3 4 5 6 7 8

25


Page 3

26-02-2013

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670 -3,170 -4,170

Gamma

Gamma;sat

[kN/m3] 20,00 20,00 20,00 19,00 20,00 20,00 20,00 16,00

[kN/m3] 20,00 20,00 20,00 21,00 20,00 20,00 20,00 16,00

Phi [deg] 22,50 22,50 22,50 32,50 32,50 22,50 25,00 15,00


Soil Type Clay Clay Clay Sand Clay Clay Clay Clay

Median (Sand/Gravel) [mm] ---0,200 ----Page 4

D-Foundations 8.1 Number layer 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Top layer [m R.L.] -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670 -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Gamma

Gamma;sat

[kN/m3] 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 19,00 19,00 19,00 19,00 20,00 19,00 19,00

[kN/m3] 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 21,00 21,00 21,00 21,00 22,00 21,00 21,00

Phi [deg] 15,00 15,00 17,50 25,00 22,50 32,50 32,50 25,00 22,50 25,00 17,50 25,00 22,50 30,00 32,50 30,00 32,50 40,00 32,50 32,50

Soil Type Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Median (Sand/Gravel) [mm] -------------0,200 0,200 0,200 0,200 0,200 0,200 0,200



2.7 Pile Types 1




Pile nr/name

0,0120

1: 1





Fc;d (SLS) [kN] 815,20

P0 [kN/m2] 10,00



2,000 Safe (NEN)

1,0000


0,400 0,356 0,000


26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1

D-Foundations 8.1 -25 -20


Profile: 16

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,33)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00




1081,30 815,20


0,150 1 / 100 0,150 1 / 300


1,28 1,03




Page 7

26-02-2013


Page 8

D-Foundations 8.1

3 Bearing Piles (EC7-NL): Results of the Option Complete Verification 3.1 Errors and Warnings Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Pile Type LostTip 400: Warning : The factor Beta (NEN-EN 1997 1:2005 par. 7.6.2.3(g): NEN 9097-1) is user defined. Evidence to support this from the NEN deviating value has to be provided.

3.2 Remarks When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil. Performing the check on NEN 9097-1 par 3.2.3, the average distance between the different CPT's used for this check is 25 m. The requirements set by NEN 9097-1 par 3.2.3 are met.


D-Foundations 8.1 the influence of the shape of the crosssection of the pile base) :

1,00


0,400 0,356 0,000

CPT

16 21 24 25 20

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120 0,0120


Alpha_p

------

1,0000 1,0000 1,0000 1,0000 1,0000


1081,300 [kN] 1612,986 [kN]

The requirements of limit state EQU are met, limit state EQU is ok. 3.3.1 Pile Factors gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;b (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, Limit State EQU/GEO) : gamma;s (NEN-EN 1997-1:2005, annex A.6 A.7 A.8, the Serviceability Limit State) : xi3 (user defined) : xi4 (user defined) :

1,20


1,00


1,20


1,00 1,28 1,03

Sd = Sreq =







0,0120

Pile type for determination of exectution factor alpha_s in clay/loam/peat: alpha_s clay/loam/peat according to table 7f, NEN-EN paragraph 7.6.2.3 NEN 9097-1 (i) Note : alpha_s depends on the soiltype and relative depth. Pile type for determination of pile class factor alpha_p : User defined alpha_p : Evidence to support chosen alpha_p should be provided. Pile type for use in load/settlement curve : Materialtype for pile : Slip layer : Pile shape : beta (user defined : Pile tip, shape factor) : s (NEN-EN 1997 1:2005 par. 7.6.2.3(h), NEN 9097-1 : factor for 26-02-2013

0,040 [m] 0,150 [m]


Sd = Sreq =

0,019 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok. With only 1 pile rotation as defined in the NEN-EN is not an issue. 1,0000

3.7 Additional Information The design values of the maximum shaft tensions (calculated at the transition of positive to negative skin friction) are

Displacement pile Concrete None Round pile with lost tip 1,00

At Limit state EQU, GEO :sigma = At Serviceability Limit Statesigma =

12,98 [N/mm2] 10,31 [N/mm2]

The maximum settlement was found at : Page 9

26-02-2013


Page 10

D-Foundations 8.1 Limit state GEO CPT name Pile name:

20 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,023 [m] sel;d = 0,016 [m] s2 = 0,000 [m] Serviceability Limit State CPT name Pile name:

20 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,006 [m] sel;d = 0,013 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 16 21 24 25 20

Bearing Cap. Shaft [kN] Rs;d 360,451 311,830 552,485 494,695 345,324

Bearing Cap. Point [kN] Rb;d 1227,185 1220,181 1227,185 1227,185 1098,407

Bearing Cap. Total [kN] 1587,636 1532,011 1779,670 1721,880 1443,731

3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 16 21 24 25 20

Bearing Cap. Shaft [kN] Rs;d 432,542 374,196 662,982 593,634 414,389

Bearing Cap. Point [kN] Rb;d 1472,622 1464,217 1472,622 1472,622 1318,089

Bearing Cap. Total [kN] 1905,164 1838,413 2135,604 2066,256 1732,478

End of Report

26-02-2013


Page 11

D-Foundations 8.1



26-02-2013 16:50:38


25-02-2013 12:14:31

Filename:

D:\..\ASD1426-1\berekeningen\paalfundering\druk\gebouw\druk, vulhal


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, vulhal


26-02-2013

D:\..\druk\gebouw\druk, vulhal

2 3 3 3 3 3 3 3 4 4 5 5 5 6 6 7 7 7 7 7 9 9 9 9 9 9 10 10 10 10 11 11

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1 Number/Name CPT 1: 2: 3: 4: 5: 6:




Pile tip level [m R.L.] -26,00 -26,00 -26,00 -26,00 -26,00 -26,00

24 25 22 21 26 20

Top of pos. friction zone [m R.L.] -21,00 -22,00 -15,00 -23,50 -16,00 -23,00

Bottom of neg. friction zone [m R.L.] -9,00 -9,00 -8,00 -9,00 -8,00 -9,00

X-coordinate [m] 107920,08 107943,82 107970,91 107944,19 107970,40 107920,48

Y-coordinate [m] 488367,21 488366,70 488389,18 488389,82 488366,32 488390,12

2.6 Soil Data Number of soil profiles (= number of CPT's) : 6

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations druk, vulhal




20 1,340 -0,100 -26,000 -23,000 -9,000 1,00 0,110 28


Non-Rigid



Profile: 20

5,00 Material

qc [MPa]


10,00

20,00

30,00

40,00

50,00

60,00

70,00

80,00


19,0 20,0 20,0 20,0 16,0 15,0 16,0 17,0 20,0 20,0 20,0

21,0 20,0 20,0 20,0 16,0 15,0 16,0 17,0 20,0 20,0 20,0

deg 22,5 22,5 22,5 32,5 32,5 22,5 25,0 15,0 15,0 15,0 17,5 25,0 22,5 32,5

Phi

-10,00

-15,00


20,0 20,0 20,0 20,0

20,0 20,0 20,0 20,0

32,5 25,0 22,5 25,0

PL

Ground level (1,34)

NSFZ -5,00

-20,00

Legend LostTip 400 (Edge pile)


Clay, sl sl s.. s.. Clay, Clay, sl s.. Sand, sl s.. Clay, ve s.. Clay, sl s.. Clay, clea.. Clay, orga.. Clay, orga.. orga.. Clay, Clay, clea.. Clay, clea.. Clay, sl s.. Clay, ve s..

0,00

PSFZ

-25,00


Clay, clea..

17,0

17,0

17,5


20,0 20,0 19,0

20,0 20,0 21,0

25,0 22,5 30,0


19,0 19,0

21,0 21,0

32,5 30,0

Sand, sl s..

19,0

21,0

32,5

Sand, clea..

20,0

22,0

40,0

Sand, sl s..

19,0

21,0

32,5

Sand, sl s..

19,0

21,0

32,5

PTL -30,00

-35,00

20

21

-40,00 Depth [m]

22



24

25

26

Number layer 1 2 3 4 5 6 7 26-02-2013


Page 3

26-02-2013

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670 -3,170

Gamma

Gamma;sat

[kN/m3] 20,00 20,00 20,00 19,00 20,00 20,00 20,00

[kN/m3] 20,00 20,00 20,00 21,00 20,00 20,00 20,00

Phi [deg] 22,50 22,50 22,50 32,50 32,50 22,50 25,00


Soil Type Clay Clay Clay Sand Clay Clay Clay

Median (Sand/Gravel) [mm] ---0,200 ---Page 4

D-Foundations 8.1 Number layer 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Top layer [m R.L.] -4,170 -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670 -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Gamma

Gamma;sat

[kN/m3] 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 19,00 19,00 19,00 19,00 20,00 19,00 19,00

[kN/m3] 16,00 15,00 16,00 17,00 20,00 20,00 20,00 20,00 20,00 20,00 20,00 17,00 20,00 20,00 21,00 21,00 21,00 21,00 22,00 21,00 21,00

Phi [deg] 15,00 15,00 15,00 17,50 25,00 22,50 32,50 32,50 25,00 22,50 25,00 17,50 25,00 22,50 30,00 32,50 30,00 32,50 40,00 32,50 32,50

Soil Type Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Median (Sand/Gravel) [mm] --------------0,200 0,200 0,200 0,200 0,200 0,200 0,200



1

2.7 Pile Types 2.7.1 Pile type : LostTip 400 Pile type :



Pile nr/name 0,0120

1: 1



Fc;d (SLS) [kN] 583,00

P0 [kN/m2] 10,00


2.9 Excavation Data




2,000 Safe (NEN)

1,0000


0,400 0,356 0,000


26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1

D-Foundations 8.1 -21 -26 -20


Profile: 24

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,32)

250

500

750

1000

PL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00




889,00 583,00


0,150 1 / 100 0,150 1 / 300


1,28 1,02




Page 7

26-02-2013


Page 8

D-Foundations 8.1



3.2 Remarks


CPT

24 25 22 21 26 20

Alpha_s Sand/ Gravel 0,0120 0,0120 0,0120 0,0120 0,0120 0,0120

1,00

0,400 0,356 0,000


Alpha_p

-------

1,0000 1,0000 1,0000 1,0000 1,0000 1,0000

3.4 Verification of Limit State EQU

When checking the survey and testing of soil according to NEN 9097-1 art 3.2.3 lid (e), the program uses the provided CPT test level. It does NOT take into account possible different pile tip levels. When different pile tip levels are used in this calculation, the user itself must check for possibly required additional survey and testing of soil.

Required by NEN-EN 1997-1 section 2.4.7 / 2.4.8: Ed <= Cd. Non rigid superstructure, verify load per pile with bearing capacity per pile.


Fc;d = Rc;d =

889,000 [kN] 1752,554 [kN]




1,20 1,00


1,20


1,00 1,28 1,02

Sd = Sreq =

3.3.2 Pile type : LostTip 400

0,025 [m] 0,150 [m]


Pile type :




3.6 Verification of Serviceability limit state 0,0120





Sd = Sreq =

0,013 [m] 0,150 [m]

The settlement requirements of the Serviceability Limit State are met, this is ok. With only 1 pile rotation as defined in the NEN-EN is not an issue.

1,0000

3.7 Additional Information Displacement pile Concrete

The design values of the maximum shaft tensions (calculated at the transition of positive to negative skin friction) are Page 9

26-02-2013


Page 10


11,05 [N/mm2] 7,98 [N/mm2]


20 1

Components of the maximum settlement are : sneg = 0,000 [m] sb = 0,003 [m] sel;d = 0,009 [m] s2 = 0,000 [m] sneg stands for the settlement due to negative skin friction when the expected ground level settlement (egls) is within the next boundaries : 0.02 < egls <= 0.10 meter. For expected ground level settlement beyond the boundaries, sneg = 0. 3.7.1 The bearing capacity of shaft and point at Limit state GEO name CPT 24 25 22 21 26 20

Bearing Cap. Shaft [kN] Rs;d 552,485 494,695 916,025 311,830 901,848 345,324

Bearing Cap. Point [kN] Rb;d 1227,185 1227,185 992,974 1220,181 1227,185 1098,407

Bearing Cap. Total [kN] 1779,670 1721,880 1908,999 1532,011 2129,033 1443,731

3.7.2 The bearing capacity of shaft and point at the Serviceability Limit State name CPT 24 25 22 21 26 20

Bearing Cap. Shaft [kN] Rs;d 662,982 593,634 1099,230 374,196 1082,218 414,389

Bearing Cap. Point [kN] Rb;d 1472,622 1472,622 1191,569 1464,217 1472,622 1318,089

Bearing Cap. Total [kN] 2135,604 2066,256 2290,799 1838,413 2554,840 1732,478

End of Report

26-02-2013


Page 11

D-Foundations 8.1



26-02-2013 16:29:20


26-02-2013 15:27:54

Filename:

D:\..\berekeningen\paalfundering\trek\trek, canopy terrein Noord


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy terrein Noord

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 General CPT Data 2.3.1 View of CPT's in Foundation Plan 2.4 Pile Types 2.4.1 Pile type : Round 357 2.5 Foundation Plan 2.5.1 View of Foundation Plan 2.6 Excavation Data 2.7 Overruled Parameters 2.8 Calculation Options 2.9 Model Options 3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : Round 357

26-02-2013

D:\..\trek\trek, canopy terrein Noord

2 3 3 3 3 3 4 4 4 4 5 5 5 5 6 6 6 6 6 6

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1

2.4 Pile Types Note : if alpha;t is not user defined, the next rules apply : - alpha;t according to table 7.g and table 7.h of NEN 9097-1 - for clay: alpha;t depends on the CPT-value and relative depth - for peat: alpha;t = 0 - for sand/gravel: alpha;t also depends on the median


Tension Piles (EC7-NL)


Number of pile types :


1

2.4.1 Pile type : Round 357 nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy terrein Noord



Pile type for shaft friction factor (alpha;t) sand/gravel/loam : Shaft friction factor sand/gravel/loam [-] : Pile type for shaft friction factor (alpha;t) clay : Materialtype for pile : Pile shape :

User defined (low vibrating) 0,0100 According to standard Concrete Round pile

Pile dimensions : Diameter [m] :

0,357

2.5 Foundation Plan


Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 2.5.1 View of Foundation Plan

Legend Round 357 CPT 6

7B

12

13

16

17

20

Legend Round 357 CPT

21

22

25

26

27

30B

1

Number/name CPT 1: 2: 3: 4:

13 12 7B 6

X-coordinate [m] 107954,24 107921,24 107959,47 107925,69

Y-coordinate [m] 488427,87 488428,40 488446,88 488447,41

Pile nr./code 1: 1

26-02-2013


Page 3

26-02-2013



Maximum load [kN] 25,00

Minimum load [kN] -127,00



Use alternat. loads True

Factor Gamma;var 1,50

Page 4

D-Foundations 8.1

D-Foundations 8.1

3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels

Note regarding the loads: tension forces are positive, compressive forces are negative


3.1 Errors and Warnings

1,340 Safe (NEN)


Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. At pile type Round 357 : Due to the use of a low vibrating pile type, the reduction of CPT-value due to the excavation is done using NEN 9097-1. When reviewing the following results, warnings listed above should be considered.

Profile: 13

5,00 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,35)

3.2 Remarks

[kN/m2]

qc [MPa] 100

200

300

400

500

600

700

800

PL

When calculating the max. mobilized soil weight, the topangle is used according to NEN 9097-1.

-5,00


-10,00

-15,00

3.3.1 Pile Factors

-20,00

-25,00

xi3 (user defined) : xi4 (user defined) : For factor gamma;var values, see FOUNDATION PLAN table Factor gamma;st according to NEN 1997-1 annex A.3.3.2 [-] Factor gamma;gamma according to NEN-EN 1997-1 annex A.3 table A2 [-] Above excavation level Below excavation level

-30,00

-35,00


PL (Phreatic Level) = -0,10 [m] EL (Excavation Level) = 1,34 [m] = Initial Effective Stress = Effective Stress

1,28 1,03 1,350 1,0 1,1

3.3.2 Pile type : Round 357 Pile type for shaft friction factor (alpha;t) sand/gravel/loam : Shaft friction factor sand/gravel/loam [-] : Pile type for shaft friction factor (alpha;t) clay : Materialtype for pile : Pile shape :


2.8 Calculation Options


0,357

Suppress compaction If compaction is used, according to NEN 9097-1 CPT's should be made after installation to verify this assumption Use the influence of excavations (standard). Suppress excess pore pressure

End of Report


1,28 1,03

2.9 Model Options Selected pile types : -Round 357 Selected profiles : -13 -12 -7B -6

26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1



26-02-2013 16:32:20


26-02-2013 16:31:46

Filename:

D:\..\berekeningen\paalfundering\trek\trek, canopy terrein Oost


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy terrein Oost

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 General CPT Data 2.3.1 View of CPT's in Foundation Plan 2.4 Soil Data 2.5 Pile Types 2.5.1 Pile type : Round 357 2.6 Foundation Plan 2.6.1 View of Foundation Plan 2.7 Excavation Data 2.8 Overruled Parameters 2.9 Calculation Options 2.10 Model Options 3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : Round 357

26-02-2013

D:\..\trek\trek, canopy terrein Oost

2 3 3 3 3 3 4 4 4 4 4 5 5 5 5 6 6 6 6 6 6

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1


2.1 General Input Data

2.5 Pile Types

Model


Note : if alpha;t is not user defined, the next rules apply : - alpha;t according to table 7.g and table 7.h of NEN 9097-1 - for clay: alpha;t depends on the CPT-value and relative depth - for peat: alpha;t = 0 - for sand/gravel: alpha;t also depends on the median


Number of pile types :

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy terrein Oost

2.5.1 Pile type : Round 357


1






0,357

2.6 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure Legend Round 357 CPT


9

14 16

15

17 18

Legend 20

21

22

25

26

Round 357 CPT

27

30B

1

Number/name CPT 1: 2: 3: 4:

18 15 14 9

26-02-2013

X-coordinate [m] 108010,63 108020,92 107988,88 108011,06

Y-coordinate [m] 488403,58 488418,51 488419,70 488437,26


Page 3

26-02-2013


Page 4

D-Foundations 8.1 Pile nr./code 1: 1









3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. At pile type Round 357 : Due to the use of a low vibrating pile type, the reduction of CPT-value due to the excavation is done using NEN 9097-1.


D-Foundations 8.1

1,310 Safe (NEN)

When reviewing the following results, warnings listed above should be considered.

3.2 Remarks When calculating the max. mobilized soil weight, the topangle is used according to NEN 9097-1. Indication for qc-reduction due to safe reduction method

Profile: 18


5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,31)

250

500

750

1000

PL

3.3.1 Pile Factors

-5,00

xi3 (user defined) : xi4 (user defined) : For factor gamma;var values, see FOUNDATION PLAN table Factor gamma;st according to NEN 1997-1 annex A.3.3.2 [-] Factor gamma;gamma according to NEN-EN 1997-1 annex A.3 table A2 [-] Above excavation level Below excavation level

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00

1,28 1,03 1,350 1,0 1,1





1,28 1,03




0,357

End of Report

2.9 Calculation Options Suppress compaction If compaction is used, according to NEN 9097-1 CPT's should be made after installation to verify this assumption Use the influence of excavations (standard). Suppress excess pore pressure

2.10 Model Options Selected pile types : -Round 357 Selected profiles : -18 -15 -14 -9

26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1



26-02-2013 16:35:20


26-02-2013 16:34:49

Filename:

D:\..\Desktop\ASD1426-1\berekeningen\paalfundering\trek\trek, canopy


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 Application Area Model Tension Piles (NEN-EN) 2.4 General CPT Data 2.4.1 View of CPT's in Foundation Plan 2.5 Soil Data 2.5.1 Soil Profile 17 2.6 Pile Types 2.6.1 Pile type : Round 357 2.7 Foundation Plan 2.7.1 View of Foundation Plan 2.8 Excavation Data 2.9 Optional Parameters 2.10 Overruled Parameters 2.11 Calculation Options 2.12 Model Options 3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : Round 357 3.4 Results for all CPT's 3.4.1 Results for pile type : Round 357 3.5 INDICATIVE: Results using Ksi3 3.5.1 Results for pile type : Round 357

26-02-2013

D:\..\paalfundering\trek\trek, canopy

2 3 3 3 3 3 3 4 4 6 6 6 6 7 7 7 7 7 9 9 9 9 9 9 9 9 9 9

Page 2

D-Foundations 8.1

D-Foundations 8.1

2 Input Data

Number/name CPT 1: 2: 3: 4: 5: 6: 7: 8: 9:




nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, canopy

X-coordinate [m] 107970,91 107970,40 107944,19 108000,44 107920,48 107967,72 107920,99 107954,08 107943,82

22 26 21 27 20 30B 16 17 25

Y-coordinate [m] 488389,18 488366,32 488389,82 488365,68 488390,12 488351,77 488413,03 488412,51 488366,70

2.5 Soil Data Number of soil profiles (= number of CPT's) : 9 2.5.1 Soil Profile 17

2.3 Application Area Model Tension Piles (NEN-EN) The design and verifications performed by the TENSION PILES (NEN-EN) model of D-FOUNDATIONS concern pile foundations on which axial static or quasi-static loads cause tensile forces in the piles. Pilegroup effects are taken into account. Calculation of pile forces is based on Cone Penetration Tests. Pile capacities are based on the NEN-EN 1997-1, chapter 7 and where pile/safety factors are concerned, on Dutch Standards NEN-EN 1997-1. Horizontal displacements of piles are not taken into account. Vertical displacements of piles are not calculated. Design of Tension piles based on NEN-EN 1997-1 is limited to piles with lengths between 7 and 50 m and a minimum Length over (equivalent) diameter ratio of 13.5.

Belonging to CPT Surface level in [m. reference level] : Phreatic level in [m. reference level] : Top of tension zone [m. reference level]: Pile tip level in [m. reference level] : Number of layers in profile :

17 1,360 -0,100 -23,500 -26,000 33




5,00 Material

qc [MPa] 10,00

20,00

30,00

40,00

50,00

60,00

0,00

70,00

80,00 PL

Ground level (1,36)

-5,00

-10,00

-15,00

Legend

-20,00

Round 357 CPT

TZ

-25,00

Clay, orga.. orga.. Clay, Clay, Clay,orga.. sl Sand, sl s.. s.. Sand, ve s.. Clay, sl s.. Clay, clea.. Clay, sl s.. Clay, orga.. Clay, Clay, orga.. clea.. Clay, clea.. Clay, sl s.. Clay, clea.. Clay, sl s.. Clay, ve s.. Clay, sl s..

Unit weight dry kN/m3 13,0 13,0 13,0 18,0 18,0 18,0 18,0 19,0 18,0 15,0 13,0 14,0 19,0 18,0 19,0 18,0 18,0

Unit weight wet kN/m3 13,0 13,0 13,0 18,0 20,0 20,0 18,0 19,0 18,0 15,0 13,0 14,0 19,0 18,0 19,0 18,0 18,0

18,0

18,0

Clay, clea..

19,0

19,0

Clay, clea.. Clay, orga.. Clay, clea.. Clay, Clay, clea.. sl s..

14,0 15,0 14,0 19,0 18,0

14,0 15,0 14,0 19,0 18,0

Clay, ve s..

18,0

18,0

Clay, ve s.. Sand, ve s.. Sand, sl s..

18,0 18,0 18,0

18,0 20,0 20,0

Sand, clea..

19,0

21,0

Sand, sl s.. Sand, clea.. Sand, sl s..

18,0 19,0 18,0

20,0 21,0 20,0

Sand, sl s..

18,0

20,0

EL

PTL -30,00

16

17 -35,00

-40,00 Depth [m]

20

21

22

25

26

27

Number layer

30B

1 2 3 4 5 6 7 26-02-2013

PL (Phreatic Level) = -0,10 [m] EL (Excavation Level) = 1,20 [m] PTL (Pile Tip Level) = -26,00 [m] TZ = Tension zone, top = -23,50 [m]


Page 3

26-02-2013

Top layer [m R.L.] 1,360 1,350 0,850 0,350 -0,100 -0,500 -2,000

Soil Type Clay Clay Clay Clay Sand Sand Clay

Gamma [kN/m3] 13,00 13,00 13,00 18,00 18,00 18,00 18,00

Gamma sat [kN/m3] 13,00 13,00 13,00 18,00 20,00 20,00 18,00

Min. Void Max. Void Ratio Ratio [%] [%] 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80


Median

Max. Cone resistance [mm] [kPa] 12/15 12/15 12/15 12/15 0,200 12/15 0,200 12/15 12/15

Use Max. Cone resistance Standa... Standa... Standa... Standa... Standa... Standa... Standa... Page 4

D-Foundations 8.1 Number layer 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Number layer 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 26-02-2013

Top layer [m R.L.] -3,150 -3,650 -4,650 -5,650 -6,150 -6,650 -7,150 -7,650 -8,650 -9,150 -10,150 -11,150 -14,150 -15,150 -16,150 -17,150 -17,650 -18,150 -22,650 -23,500 -24,650 -26,150 -31,150 -32,650 -33,150 -34,650

Soil Type

Top layer [m R.L.] 1,360 1,350 0,850 0,350 -0,100 -0,500 -2,000 -3,150 -3,650 -4,650 -5,650 -6,150 -6,650 -7,150 -7,650 -8,650 -9,150 -10,150 -11,150 -14,150 -15,150 -16,150 -17,150 -17,650 -18,150 -22,650 -23,500 -24,650 -26,150 -31,150 -32,650 -33,150 -34,650

Soil Type

Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Clay Clay Clay Clay Sand Sand Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Gamma [kN/m3] 19,00 18,00 15,00 13,00 14,00 19,00 18,00 19,00 18,00 18,00 18,00 19,00 14,00 15,00 14,00 19,00 18,00 18,00 18,00 18,00 18,00 19,00 18,00 19,00 18,00 18,00 Phi [deg] 15,00 15,00 15,00 22,50 27,00 25,00 22,50 17,50 22,50 15,00 15,00 17,50 17,50 22,50 17,50 22,50 27,50 22,50 17,50 17,50 15,00 17,50 17,50 22,50 27,50 27,50 25,00 27,00 35,00 27,00 35,00 27,00 27,00

Gamma sat [kN/m3] 19,00 18,00 15,00 13,00 14,00 19,00 18,00 19,00 18,00 18,00 18,00 19,00 14,00 15,00 14,00 19,00 18,00 18,00 18,00 20,00 20,00 21,00 20,00 21,00 20,00 20,00

Min. Void Max. Void Ratio Ratio [%] [%] 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80

Median

Addit. PP at top [kN/m2] 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00

Addit. PP at bottom [kN/m2] 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00

Use Tension

OCR value [-] 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000


[mm]

0,200 0,200 0,200 0,200 0,200 0,200 0,200

Max. Cone resistance [kPa] 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15

Use Max. Cone resistance Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa...

D-Foundations 8.1

2.6 Pile Types Note : if alpha;t is not user defined, the next rules apply : - alpha;t according to table 7.g and table 7.h of NEN 9097-1 - for clay: alpha;t depends on the CPT-value and relative depth - for peat: alpha;t = 0 - for sand/gravel: alpha;t also depends on the median Number of pile types :

1




0,357

2.7 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 2.7.1 View of Foundation Plan

True True True True True True True True True True True True True True True True True True True True True True True True True True True True True True True True True

Legend Round 357 CPT

1

Pile nr./code 1: 1

Page 5

26-02-2013









Page 6

D-Foundations 8.1

D-Foundations 8.1 -16 -17 -25



1,200 Safe (NEN)


Profile: 22

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,34)

100

200

300

400

500

PL

600

700

800 EL

-5,00

-10,00

-15,00

-20,00

-25,00

-30,00

-35,00



2.9 Optional Parameters Unit weight water [kN/m3] : Surcharge [kN/m2] :

9,81 0,00


1,26 1,01


2.12 Model Options Selected pile types : -Round 357 Selected profiles : -22 -26 -21 -27 -20 -30B 26-02-2013


Page 7

26-02-2013


Page 8

D-Foundations 8.1

3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. At pile type Round 357 : Due to the use of a low vibrating pile type, the reduction of CPT-value due to the excavation is done using NEN 9097-1. When reviewing the following results, warnings listed above should be considered.

3.2 Remarks When calculating the max. mobilized soil weight, the topangle is used according to NEN 9097-1.

3.3 Calculation Parameters 3.3.1 Pile Factors xi3 (user defined) : xi4 (user defined) : For factor gamma;var values, see FOUNDATION PLAN table Factor gamma;st according to NEN 1997-1 annex A.3.3.2 [-] Factor gamma;gamma according to NEN-EN 1997-1 annex A.3 table A2 [-] Above excavation level Below excavation level

1,26 1,01 1,350 1,0 1,1




0,357

3.4 Results for all CPT's 3.4.1 Results for pile type : Round 357

3.5 INDICATIVE: Results using Ksi3

3.5.1 Results for pile type : Round 357

End of Report

26-02-2013


Page 9

D-Foundations 8.1



26-02-2013 16:36:22


26-02-2013 13:52:50

Filename:

D:\..\Desktop\ASD1426-1\berekeningen\paalfundering\trek\trek, vulhal


nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, vulhal

1 Table of Contents 1 Table of Contents 2 Input Data 2.1 General Input Data 2.2 General Report Data 2.3 General CPT Data 2.3.1 View of CPT's in Foundation Plan 2.4 Soil Data 2.4.1 Soil Profile 20 2.5 Pile Types 2.5.1 Pile type : Round 357 2.6 Foundation Plan 2.6.1 View of Foundation Plan 2.7 Excavation Data 2.8 Overruled Parameters 2.9 Calculation Options 2.10 Model Options 3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings 3.2 Remarks 3.3 Calculation Parameters 3.3.1 Pile Factors 3.3.2 Pile type : Round 357

26-02-2013

D:\..\paalfundering\trek\trek, vulhal

2 3 3 3 3 3 4 4 5 5 6 6 6 7 7 7 8 8 8 8 8 8

Page 2

D-Foundations 8.1

2 Input Data

D-Foundations 8.1


2.1 General Input Data


Model


Belonging to CPT Surface level in [m. reference level] : Phreatic level in [m. reference level] : Top of tension zone [m. reference level]: Pile tip level in [m. reference level] : Number of layers in profile :


20 1,340 -0,100 -21,300 -26,000 28

nieuwbouw Vul- en DistributieCentrum (VDC) Air Products B.V. D-Foundations trek, vulhal

2.3 General CPT Data Profile: 20

Number of CPT's : Timing of CPT's :


5,00 Material

Unit weight dry kN/m3 18,0 18,0 18,0 18,0 18,0 18,0 19,0

Unit weight wet kN/m3 18,0 18,0 18,0 20,0 18,0 18,0 19,0

15,0 13,0 15,0 14,0 19,0

15,0 13,0 15,0 14,0 19,0

-10,00

Clay, orga.. Clay, orga.. orga.. Clay, Clay, clea.. Clay, clea.. Clay, sl s.. Clay, ve s..

18,0 18,0

18,0 18,0

-15,00


18,0 19,0 18,0 19,0

18,0 19,0 18,0 19,0

qc [MPa] 10,00

20,00

30,00

40,00

50,00

60,00

0,00


70,00

80,00 PL

Ground level (1,34)

-5,00

-20,00

TZ -25,00

Clay, sl sl s.. s.. Clay, Clay, sl s.. Sand, sl s.. Clay, ve s.. Clay, sl s.. Clay, clea..

Clay, clea..

14,0

14,0


19,0 18,0 18,0

19,0 18,0 20,0


18,0 18,0

20,0 20,0

Sand, sl s..

18,0

20,0

Sand, clea..

19,0

21,0

Sand, sl s..

18,0

20,0

Sand, sl s..

18,0

20,0

EL

PTL

Legend -30,00

Round 357 CPT

-35,00

-40,00 Depth [m]

Number/name CPT 1: 2: 3: 4: 5: 6:

24 25 22 21 26 20

26-02-2013

20

21

22

24

25

26

X-coordinate [m] 107920,08 107943,82 107970,91 107944,19 107970,40 107920,48

Number layer 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Y-coordinate [m] 488367,21 488366,70 488389,18 488389,82 488366,32 488390,12


Page 3

26-02-2013

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670 -3,170 -4,170 -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670

PL (Phreatic Level) = -0,10 [m] EL (Excavation Level) = 1,20 [m] PTL (Pile Tip Level) = -26,00 [m] TZ = Tension zone, top = -21,30 [m]

Soil Type Clay Clay Clay Sand Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay

Gamma [kN/m3] 18,00 18,00 18,00 18,00 18,00 18,00 19,00 15,00 13,00 15,00 14,00 19,00 18,00 18,00 18,00 19,00 18,00 19,00 14,00 19,00

Gamma sat [kN/m3] 18,00 18,00 18,00 20,00 18,00 18,00 19,00 15,00 13,00 15,00 14,00 19,00 18,00 18,00 18,00 19,00 18,00 19,00 14,00 19,00

Min. Void Max. Void Ratio Ratio [%] [%] 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80


Median

Max. Cone resistance [kPa] 12/15 12/15 12/15 0,200 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15

[mm]

Use Max. Cone resistance Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa... Page 4

D-Foundations 8.1 Number layer 21 22 23 24 25 26 27 28 Number layer 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

Top layer [m R.L.] -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Soil Type

Top layer [m R.L.] 1,340 1,330 0,830 0,170 -2,000 -2,670 -3,170 -4,170 -5,170 -5,670 -6,170 -6,670 -8,170 -8,670 -10,170 -12,670 -13,170 -14,670 -15,170 -19,670 -20,670 -21,600 -23,170 -25,170 -26,170 -29,670 -31,170 -34,170

Soil Type

Clay Sand Sand Sand Sand Sand Sand Sand

Clay Clay Clay Sand Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay Sand Sand Sand Sand Sand Sand Sand

Gamma [kN/m3] 18,00 18,00 18,00 18,00 18,00 19,00 18,00 18,00 Phi [deg] 22,50 22,50 22,50 27,00 27,50 22,50 17,50 15,00 15,00 15,00 17,50 17,50 22,50 27,50 27,50 17,50 22,50 17,50 17,50 17,50 22,50 25,00 27,00 25,00 27,00 35,00 27,00 27,00

Gamma sat [kN/m3] 18,00 20,00 20,00 20,00 20,00 21,00 20,00 20,00

Min. Void Max. Void Ratio Ratio [%] [%] 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80 0,40 0,80

Median

Addit. PP at top [kN/m2] 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00

Addit. PP at bottom [kN/m2] 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00

Use Tension

OCR value [-] 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000

[mm] 0,200 0,200 0,200 0,200 0,200 0,200 0,200

Max. Cone resistance [kPa] 12/15 12/15 12/15 12/15 12/15 12/15 12/15 12/15

Use Max. Cone resistance Standa... Standa... Standa... Standa... Standa... Standa... Standa... Standa...

D-Foundations 8.1

2.6 Foundation Plan Number of piles : 1 Number of collaborating piles* : 1 * : 0 = not defined, 1 = non rigid superstructure, >1 = rigid superstructure 2.6.1 View of Foundation Plan

Legend

True True True True True True True True True True True True True True True True True True True True True True True True True True True True

Round 357 CPT

1

Pile nr./code 1: 1









2.5 Pile Types 2.7 Excavation Data Note : if alpha;t is not user defined, the next rules apply : - alpha;t according to table 7.g and table 7.h of NEN 9097-1 - for clay: alpha;t depends on the CPT-value and relative depth - for peat: alpha;t = 0 - for sand/gravel: alpha;t also depends on the median Number of pile types :


1,200 Safe (NEN)

1




0,357

26-02-2013


Page 5

26-02-2013


Page 6

D-Foundations 8.1

D-Foundations 8.1

3 Tension Piles (EC7-NL): Bearing capacity at fixed pile tip levels 3.1 Errors and Warnings


Warning : The factor xi3 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. Warning : The factor xi4 (NEN-EN 1997 1:2005 NEN 9097-1, annex A) is user defined. is user defined. Evidence to support this from the NEN deviating value has to be provided. At pile type Round 357 : Due to the use of a low vibrating pile type, the reduction of CPT-value due to the excavation is done using NEN 9097-1.

Profile: 24

5,00 [kN/m2]

qc [MPa] 10

20

30

40

0,00

50

60

70

0

80

Ground level (1,32)

100

200

300

400

500

PL

600

700

800 EL

-5,00

-10,00

When reviewing the following results, warnings listed above should be considered. -15,00

3.2 Remarks

-20,00

-25,00

When calculating the max. mobilized soil weight, the topangle is used according to NEN 9097-1.

-30,00

3.3 Calculation Parameters -35,00



3.3.1 Pile Factors xi3 (user defined) : xi4 (user defined) : For factor gamma;var values, see FOUNDATION PLAN table Factor gamma;st according to NEN 1997-1 annex A.3.3.2 [-] Factor gamma;gamma according to NEN-EN 1997-1 annex A.3 table A2 [-] Above excavation level Below excavation level


1,28 1,02

1,28 1,02 1,350 1,0 1,1



2.10 Model Options Selected pile types : -Round 357




0,357

End of Report

Selected profiles : -24 -25 -22 -21 -26 -20

26-02-2013


Page 7

26-02-2013


Page 8

BIJLAGE II

RESULTATEN GEOTECHNISCH ONDERZOEK MOS

Witteveen+Bos, bijlage II behorende bij rapport ASD1426-1/koem3/058 d.d. 6 maart 2013

Witteveen+Bos, bijlage II behorende bij rapport ASD1426-1/koem3/058 d.d. 6 maart 2013

Opdracht : 1204117 Plaats : Haarlemmerliede Project : Nieuwbouw Distributielocatie Air Products Nederland BV op PolanenPark

Betreft

Nieuwbouw Distributielocatie Nederland BV op PolanenPark

:

Air

Products

te HAARLEMMERLIEDE

Opdrachtgever

Witteveen + Bos

:

T.a.v. Mevr. B.M. Berkhout Postbus 2397 3000 CJ ROTTERDAM NL

Behandeld door :

A. de Ronde (0207537984)

Kenmerk

:

R1204117-AM_1

Datum

:

31 januari 2013

MOS GRONDMECHANICA B.V. Kleidijk 35

Postbus

801

Kanaaldijk N.O. 104

Postbus

38

Kalanderstraat 10a

Postbus

153

Gyroscoopweg 120

3160 AA Rhoon

tel. 010-5030200

5700 AA Helmond

tel. 0492-535455

7460 AD Rijssen

tel. 0548-512363

1042 AZ Amsterdam

tel. 020-7537984


1. ONDERZOEKSOPDRACHT Ten behoeve van boven genoemd project hebben wij in uw opdracht een grondonderzoek uitgevoerd. De opdracht omvatte de volgende werkzaamheden: -

Bureau werkzaamheden waaronder klic-melding en interpretatie

-

39 locaties uitzetten en waterpassen tov RD en NAP

-

30 sonderingen tot een diepte van maaiveld – 36.0 m inclusief meting van de plaatselijke wrijving

-

9 boringen tot een diepte van maaiveld – 8.0 m

2. UITGEVOERDE WERKZAAMHEDEN Landmeten Voor de uitvoering van dit onderzoek heeft de opdrachtgever ons een tekening ter beschikking gesteld. Aan de hand van de verstrekte tekening heeft Mos Grondmechanica een klic-melding gedaan. De onderzoekslocaties zijn met behulp van GPS-RTK apparatuur in het veld uitgezet en gewaterpast. De onderzoekslocaties zijn op tekening weergegeven, en in dit rapport opgenomen.

Sonderen Van 08-01-2013 t/m 16-01-2013 zijn de sonderingen uitgevoerd. De sonderingen zijn met een sondeerunit met een drukcapaciteit van 200 kN uitgevoerd. Bij elke sondering is per 20 mm de tijd, de diepte, de conusweerstand (qc), de plaatselijke wrijving (fs) en de helling (i) gemeten en als data opgeslagen. Tevens is het berekende wrijvingsgetal gepresenteerd. De sonderingen zijn conform klasse 2 van de NEN 5140 uitgevoerd. Het wrijvingsgetal geeft nader inzicht in de aanwezige grondsoorten. Voor de in Nederland meest voorkomende, normaal geconsolideerde, grondsoorten kunnen indicatief de volgende wrijvingsgetallen worden aangehouden: Zand:

0,5 % - 1,5 %

Klei / Leem:

2% - 4%

Veen:

8% - 10 %

Voor de sonderingen 3, 7, 10 en 30 zijn meerdere pogingen gedaan om tot de gewenste diepte te sonderen. Dit i.v.m. puin in de bovenste meters. Hierdoor zijn 5 verleturen ontstaan.

Boren Ter plaatse van sonderingen 2, 6, 8, 10, 13, 14, 18, 27, en 29 is een boring uitgevoerd tot een diepte van maaiveld – 8.0 m. De boringen zijn als (verbuisde) pulsboring en conform NEN-EN-ISO 22475-1 uitgevoerd. Per boring is de grondopbouw ter plaatse beschreven en in de vorm van een boorstaat met schaal 1:½√2 ten opzichte van NAP geplot in dit rapport opgenomen.

MOS GRONDMECHANICA B.V. www.mosgeo.com

Gyroscoopweg 120, 1042 AZ

Amsterdam - Telefoon: 020 - 753 79 84 - URL:


Locatie 30 is niet tot de gewenste diepte geboord. In de bovenste meters was veel puin aanwezig, hier kon men met de avegaar niet doorheen komen. In totaal zijn 3 pogingen ondernomen zonder het gewenste resultaat. Hierdoor zijn 4 verleturen ontstaan.

A. de Ronde (0207537984)

Amsterdam, 31 januari 2013 Mos Grondmechanica B.V.

Inhoud: - Sonderingen - Boringen - Coördinatenlijst - Situatietekening

MOS GRONDMECHANICA B.V. www.mosgeo.com

Gyroscoopweg 120, 1042 AZ

Amsterdam - Telefoon: 020 - 753 79 84 - URL:

Sondering 1 Opdracht Plaats Datum Project

: : : :

1204117 Conus nummer : S10-CFII.694 Haarlemmerliede Soort conus : Elektrisch 2 08-01-2013 Opp. conuspunt : 1000 mm Air Products Nederland BV Conusweerstand qc [MPa] 10 20

0

NEN 5140, klasse 2 Wagen : 12 Blad : 1 van 2 α [°]

30

10

Wrijvingsgetal Rf [%] 8 6 4 2

0

MV = NAP + 1.40 m 1.1

NAP

1.5 32 2.2 2.4 2.7 2.7

-5

3.5 3.7 4.2 4.6 5.2

-10

5.6

Hoogte t.o.v. NAP [m]

5.8 6.2 6.6 7.0

-15

7.3 7.6 8.0 8.5 8.9

-20

9.5 9.9 10.3 10.7 11.3 35 11.7

-25

33 12.0 ----30 30 12.4 33 12.8 30 ----32 30 13.1 41

-30

13.6

Coördinaten RD-stelsel X = 107922.210 Y = 488481.880

1 0.75

0.50 0.25 Plaatselijke wrijving fs [MPa]

MOS GRONDMECHANICA B.V.

0.00

MRSV v2.05 (c) 2012

Postbus 801, 3160 AA Rhoon - Tel: 010 50 30 200 - www.mosgeo.com

Sondering 1 Opdracht Plaats Datum Project 0

: : : :



30

32 14.2

10


0

14.5 36 38 34 31 15.0 30 31 ----32 15.7

-34.61: Laatste waarneming

44

-35

-40


-45

-50

-55

-60


-65 0.75

1 0.50 0.25 Plaatselijke wrijving fs [MPa]


0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.35 m 0.8

NAP

1.2 1.6 1.7 1.3 1.7

-5

2.0 2.0 2.1 2.3 2.4

-10

2.7


3.0 3.2 3.4 3.6

-15

3.9 4.0 4.4 4.7 5.1

-20

5.4 5.7 6.0 6.2 45 34 6.5 32 ----32

-25

7.1 7.3 44 7.7 39 32 36 31 41 31

-30

8.1 8.3 9.2


2 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30

37 34 35 38

9.9

10


0

10.1 10.4

38 11.0 41

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.37 m 0.5

NAP

71


0.7

69

-5


-10

-15

-20

-25


-30

3 0.75



0.00

MRSV v2.05 (c) 2012


Sondering 3A Opdracht Plaats Datum Project

: : : :


0


30

10


0

MV = NAP + 1.37 m 0.9

NAP


74

1.1

-5


-10

-15

-20

-25


-30

3A 0.75



0.00

MRSV v2.05 (c) 2012


Sondering 3B Opdracht Plaats Datum Project

: : : :


0


30

10


0

MV = NAP + 1.37 m 0.9

NAP

40 60

1.2 0.3 0.4 0.8 1.7

-5

1.5 1.9 2.1 2.2 2.5

-10

2.7


2.8 3.0 3.2 3.2

-15

3.5 3.8 4.3 4.4 30 4.7

-20

4.8 31 5.1 5.1 5.4

33

5.6

33

-25

34 34 33

5.8 6.1 6.2

42 30

6.4

32 ----36 6.7

-30

6.7 46 36

0.75



0.00


3B MRSV v2.05 (c) 2012


Sondering 3B Opdracht Plaats Datum Project 0

: : : :



30

31 45 33 35 33

6.9

32 41

7.2

10


0

7.1

32 7.5 40 46 ----37


-35

-40


-45

-50

-55

-60


-65 0.75

3B 0.50 0.25 Plaatselijke wrijving fs [MPa]


0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 0.7

NAP

1.0 2.0 31 2.5 2.4 3.4

-5

3.4 3.3 3.5 3.5 3.8

-10

4.0


4.3 4.7 5.1 5.0 41 46 45 45 49 52 33

-15

5.2 5.5 5.2 5.3 5.7

-20

6.2 6.5 42

6.8

30 6.9 32 7.4 ----37

-25

7.6 37 ----34 7.9 31 32

8.1 8.3 8.5

-30

8.6


4 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30

43 37 31

9.2

10


0

9.3 34 9.9 38 33


10.2

40

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 1.3

NAP

35

1.1 1.5 1.7 2.1 2.8

-5

3.2 3.4 3.5 3.6 4.0

-10

4.3


4.7 5.1 5.5 5.8

-15

39 36

6.3 6.6 7.0 7.2 7.4

-20

7.7 31 8.0 8.3 8.7 9.1 34

-25

9.2 41 9.6 10.0 35 10.4 10.8 35 11.2 32 31

-30 0.75



0.00


5 MRSV v2.05 (c) 2012



: : : :



30

11.6 30 ----38 37 35 12.1 40 42 32 12.4 32 40

10


0

13.0

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 1.0

NAP

1.0 5.8 34 37

6.5 6.9 6.8

-5

6.8 7.3 7.4 7.6 7.8

-10

8.1


8.2 8.2 8.4 8.5

-15

8.7 8.8 9.0 9.2 9.3

-20

9.5 9.6 9.9 9.9 10.2

-25

35 10.3

34 32

10.4 10.4

33 33

10.3 10.2

37 38 10.4 39 35 30

-30 0.75



0.00


6 MRSV v2.05 (c) 2012



: : : :



30

31 10.5

10


0

10.4 30 10.5 31 43 48 10.4 43 ----45


-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.37 m 1.4

NAP

65 36 31


72

1.5 1.9

-5


-10

-15

-20

-25


-30

7 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.37 m 1.5

NAP -1.10: Laatste waarneming

63 47

1.1

74

1.3

-5


-10

-15

-20

-25


-30

7A 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.37 m 0.9

NAP

42

1.0

1.4 37 33 ----361.3 1.3 1.7

-5

2.1 2.3 2.2 2.3 2.4

-10

2.4


2.5 2.6 2.8 3.0

-15

3.1 3.1 3.2 3.4 3.6

-20

3.8 3.8 4.2 4.4 4.7 33 30 ----

-25

32 31 33 37 35 42 34

-30

4.9 4.9 5.0 5.1 5.6 5.6

34 32

0.75



0.00


7B MRSV v2.05 (c) 2012



: : : :



30 41 39 41 36 32 47 42 33 36 33

5.6

10


0

5.9 6.1 6.4

36

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.39 m 1.3

NAP

37 32

1.9 1.9 1.9 1.8 2.0

-5

2.0 2.1 2.3 2.3 2.4

-10

2.5


2.6 2.7 2.8 3.0

-15

3.0 3.1 3.2 3.4 3.4

-20

3.5 3.9 4.0 4.3 4.7

-25

5.0

36 38 32

5.2 5.6 5.8

39 39 35 33 32

-30

6.1 6.3


8 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30 43 42 43 39 43 37 31 41 36


6.7

10


0

7.1 7.5 8.0

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.33 m 1.6

NAP

4.7 44 35

4.2 4.0 4.2 4.5

-5

4.6 4.7 4.9 5.0 5.2

-10

5.3


5.3 5.3 5.3 5.4

-15

5.4 5.5 5.2 5.0

37 38 36

-20

5.1 5.2 5.3 5.3 5.6 5.7

-25

5.9 33 31

6.1 6.0

31 35 5.9

Coördinaten

32 6.1

-30

6.4 34

0.75



0.00

RD-stelsel X = 108011.060 Y = 488437.260

9 MRSV v2.05 (c) 2012



: : : :



30

6.5

10


0

33 33 32 31 37 30


-35

6.9 6.6 7.0

33

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.35 m 1.2 72

NAP -0.60: Laatste waarneming

3.1

64

-5


-10

-15

-20

-25


-30

10 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.35 m 0.9

NAP

70


2.0

76

-5


-10

-15

-20

-25


-30

10A 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.35 m 0.8

0.10: Laatste waarneming

NAP

49

-5


-10

-15

-20

-25


-30

10B 0.75



0.00

MRSV v2.05 (c) 2012


Sondering 10C Opdracht Plaats Datum Project

: : : :


0


30

10


0

MV = NAP + 1.35 m 0.8

NAP

48

4.0 3.3 1.7

-5


-10

-15

-20

-25


-30

10C 0.75



0.00

MRSV v2.05 (c) 2012


Sondering 10D Opdracht Plaats Datum Project

: : : :


0


30

10


0

MV = NAP + 1.35 m 1.4

NAP

39

1.2 1.3 1.8 2.2 2.5

-5

2.7 2.8 3.0 3.3 3.5

-10

3.7


3.9 4.2 4.4 4.7

-15

5.2 52 50 5.5 5.8 6.2 6.6 35

-20

7.0 34

7.5 7.9 8.3 8.7

33 37 36 31 30

-25

31

36

9.0 9.3 9.5 9.8 10.1

32 34 10.4 34 34

-30 0.75



0.00


10D MRSV v2.05 (c) 2012


Sondering 10D Opdracht Plaats Datum Project 0

: : : :



30

34 10.8 39

10


0

42 11.8 32 35 32 12.0 34 12.3

-35

-40


-45

-50

-55

-60


-65 0.75

10D 0.50 0.25 Plaatselijke wrijving fs [MPa]


0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.33 m 1.1

NAP

68

1.0 1.2 1.1 1.6 2.0

-5

2.0 2.1 2.0 2.1 2.2

-10

2.4


2.3 2.5 2.5 2.4 33 33 38 33

-15

2.4 2.2 2.1 2.0 2.0

-20

2.1 2.3 2.4 2.5 3.0

-25

3.1 34

3.2

33 35

3.1

32 3.3 40 60 58 3.8 ----68


-30


11 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 2.5

NAP

3.9 31 38

3.9 3.7 3.9 4.0

-5

4.4 4.4 4.3 4.3 4.2

-10

4.2


4.4 4.5 4.7 4.8

-15

4.9 5.0 5.2 5.3 5.3

-20

5.4 5.5 5.6 5.7 5.7

-25

40 40 34 33

6.0

31

6.3

33 ---33 30 6.7 32 30

35 40 35

-30

34

0.75



40 36

0.00

7.0 7.5 7.8


12 MRSV v2.05 (c) 2012



: : : :



30 42 33

8.3

10


0

8.9 9.4

38


-35

9.5

35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.35 m 1.3

NAP

78 37

1.4 1.2 1.5 1.3 1.7

-5

1.7 1.7 1.7 1.7 1.8

-10

1.7


1.8 1.8 1.9 2.0

-15

2.0 2.0 2.1 2.0 2.0

-20

2.0 2.0 1.9 2.0

34 32 35 31

-25

1.8 1.9

33 31 33

2.1

36 2.2 30 ----31 2.6 40 35

-30

2.8

31 3.0 ----32 55 46

0.75



0.00


13 MRSV v2.05 (c) 2012



: : : :



30

3.2

10


0

34 3.6 3.8 48 39 4.4

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.31 m 0.9

NAP

56

0.9

55

1.5 1.6 1.9 0.5

-5

0.7 0.7 0.6 0.6 0.6

-10

0.6


0.7 0.7 0.7 0.8

-15

0.9 1.0 1.0 1.1 1.4 33

-20

1.5 1.9 2.1 2.5 2.7

-25

2.8 30 2.8 31 31

3.1 3.4 3.9

34 36 35 34

-30 0.75



35

0.00

4.1


14 MRSV v2.05 (c) 2012



: : : :



30 56 31

4.5

10


0

4.8

33 31 34 37

4.9

31 5.3 ----32

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.36 m 1.3

NAP

78

1.7 2.1 1.9 2.0 1.9

-5

1.9 2.1 2.2 2.5 2.5

-10

2.6


2.6 2.7 2.7 2.8

-15

3.1 3.1 3.6 3.6 3.6

-20

3.9 4.2 4.5 4.6 4.9 37 5.2 37 33 ----34

-25

30 37

5.5 5.8

36

6.0

32 ----39 6.4 62 56 35 38 6.7

-30

34

0.75



0.00


15 MRSV v2.05 (c) 2012



: : : :



30

31

42 37 38 34

7.3

10


0

7.6 7.9

8.2 32 ----33

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.33 m 0.6

NAP

0.3 0.6 0.9 1.0 1.0

-5

1.4 1.7 1.8 1.9 2.1

-10

2.1


2.4 2.6 2.9 3.1

-15

3.3 3.4 3.5 3.6 3.7

-20

3.9 4.0 4.0 4.0 4.3

-25

4.4 42

4.8 5.2

39 31 5.8 32 ---32 34 31

-30

30

0.75



0.00

6.2 6.7


16 MRSV v2.05 (c) 2012



: : : :



30

7.5

10


0

35 ----338.0 8.9 37 9.6

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.36 m 1.0

NAP

68

1.1 0.8 0.8 1.0 1.1

-5

2.4 2.3 2.5 2.5 2.8

-10

3.0


3.4 3.5 3.8 4.0

-15

4.3 4.4 4.7 4.8 4.9

-20

5.2 5.5 5.9 6.1 6.3 31

-25

6.3 32 ----316.6 30 35 38 37

-30 0.50 0.25 Plaatselijke wrijving fs [MPa]


7.5

37 35

8.2

38

8.7

42

0.75

7.0

0.00


17 MRSV v2.05 (c) 2012



: : : :



30 37

9.1

10


0

9.9 10.5 11.2

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.31 m 1.3

NAP

33

0.9

44 1.9 1.9 1.9 1.9

-5

2.1 2.1 2.1 2.2 2.3

-10

2.3


2.3 2.3 2.2 2.3

-15

2.3 2.3 2.2 2.3 2.5 32 31

-20

2.6 2.6 2.8 3.0 3.2

39 37 36 33 34 33 30

-25

3.3 3.4 3.6 3.7

57 37 42 34 32 31

-30 0.75



0.00

4.3 4.6


18 MRSV v2.05 (c) 2012



: : : :



30

4.7

10


0

33 4.9 34 ----36 35 4.9 35 37 41 5.3

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.19 m 1.2

NAP

62

1.0 0.5 0.5 0.2 0.1

-5

0.5 0.5 0.5 0.4 0.4

-10

0.6


0.7 0.8 0.8

38 41 42 43 44 47 32

-15

1.1 1.6 2.0 2.0 2.5

42 37 33 32

-20

2.9 3.2 3.4 3.5 3.7

34 4.1 31 35

-25

42 44

4.5 5.0

46 5.2 5.3 37 5.8 32 32 37

-30 0.75



0.00

6.3


19 MRSV v2.05 (c) 2012



: : : :



30 46 34 31 33 40 41 31 41

6.5

10


0

6.6 6.8 7.4

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 0.8 58

NAP

1.4 0.8 0.6 0.6 0.5

-5

0.7 0.5 0.4 0.2 0.2

-10

0.3


0.7 0.9 1.1 1.2

-15

1.3 1.4 1.5 1.6 1.7

-20

1.8 2.1 2.2 2.6 30 ----333.0

-25

3.5 4.2 4.8 37 5.5 31 30 33

-30

40

0.75



0.00

5.9 6.4


20 MRSV v2.05 (c) 2012



: : : :



30

6.7

10


0

31 7.3 8.0 31 32

8.9

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.38 m 0.8

NAP

75

1.0

31 1.2 1.4 1.2 1.2

-5

1.2 1.4 1.4 1.6 1.7

-10

1.8


2.0 2.1 2.2 2.5

-15

2.6 2.8 3.0 3.1 3.3

-20

3.4 3.6 3.6 3.7 3.9

-25

4.2 30 4.5 5.0 5.5 38 31

5.7

33

-30

6.3 45 51

0.75



0.00


21 MRSV v2.05 (c) 2012



: : : :



30

6.5

10


0

30 6.5 32 38

7.4 7.7

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 0.0

NAP

0.1 56 ----35 31 0.1 34 0.2 0.1 0.7

-5

0.3 0.4 0.6 0.7 0.9

-10

1.0


1.1 1.2 1.3 1.5

-15

1.7 1.8 2.0 2.1 2.4

-20

2.6 2.9 3.0 3.3 3.5

-25

3.9 30

4.4 4.6

31 30 33 34

-30

5.1 5.5 6.0


22 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30

6.7

10


0

33 7.4 7.9 39 36 31

8.8

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.20 m 1.1

NAP

52

1.6 1.9 2.0 2.2 2.9

-5

3.4 3.6 3.8 3.8 4.0

-10

3.9


4.0 4.0 3.9 41 48 50 50 49 44

-15

4.0 4.0 4.0 3.8 3.6 3.3

-20

3.3 3.3 3.2 3.2 3.0

-25

3.1 42 31 3.1 30 ----38 35 2.9 32 32 38 2.9 33 2.7 30

-30

34

0.75



0.00

2.6


23 MRSV v2.05 (c) 2012



: : : :



30

2.4

10


0

44 37 39

2.1

2.2 41 33 30 ---35 2.1

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.32 m 0.6

NAP

0.4 0.4 30 0.3 0.0 0.4

-5

0.3 0.1 0.0 0.2 0.3

-10

0.4


0.8 1.0 1.2 1.4

-15

1.6 1.7 1.8 2.0 2.0

-20

2.1 2.5 2.6 2.9 3.3 35

-25

3.5

36 55 3.7 36 31 ----31 33 4.2 4.5 34 33

-30

5.2 5.7

36 33

0.75



0.00


24 MRSV v2.05 (c) 2012



: : : :



30

6.0

10


0

6.7 40 32

7.5 8.1

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.34 m 46

NAP

0.5 2.2

48 37

2.5 2.6 2.5 2.3

-5

2.4 3.5 3.8 4.2 4.8

-10

5.5


6.2 6.5 7.3 7.8

-15

8.4 9.4 10.0 10.6 11.8

-20

12.5 13.9 15.1 31 11.6 11.2 42

-25

11.2 10.8 10.6 34 ----31 10.3 9.7

-30

9.2 35

0.75



0.00


25 MRSV v2.05 (c) 2012



: : : :



3033

9.0

10


0

44 8.2 36 42 44 34

7.7

40 7.6

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.36 m 0.1

NAP

0.1 52 36 1.2 34 31

1.6 1.8 2.5

-5

2.7 2.8 2.9 3.0 3.1

-10

3.4


3.5 3.7 3.9 4.1

-15

4.3 4.4 4.7 4.9 5.3

-20

5.6 5.9 6.0 6.4 6.7 36

-25

37

7.3 8.0

33 33

8.8 9.3

33 35 31

-30

37

0.75



0.00

9.9 10.8


26 MRSV v2.05 (c) 2012



: : : :



30

11.6

10


0

39 12.4 38 13.1 38 36 13.8

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.28 m 1.3

NAP

1.6 61 31 1.8 1.8 2.5 2.1

-5

2.3 2.3 2.4 2.5 2.7

-10

2.8


2.7 2.7 2.6 2.5

-15

2.4 2.4 2.4 2.2

31

-20

2.2 2.1 2.1 2.2 2.3 2.6

38 32 36 38 39 37

-25

2.6 2.7

31

2.9

36

3.1

32 ----313.5 30

-30

3.8


27 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30

4.1

10


0

42 52

4.6

31 42 38

4.6 5.1

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.22 m 1.1

NAP

1.5 1.9 2.0 2.1 2.7

-5

3.5 3.6 3.8 3.8 4.0

-10

3.9


4.1 4.3 4.3 36 41 44 47 47 37

-15

4.2 4.3 4.3 4.3 4.4

32 34

-20

4.2 4.1 4.1 4.3 4.5 4.7

-25

35 39 40 36 39 35 34 36 37 30

4.8 4.9 4.7 4.7 4.8

38

-30

5.2


28 0.75



0.00

MRSV v2.05 (c) 2012



: : : :



30 30 31

5.2

43

5.4

41 41

5.4

10


0

34 5.5 37

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.15 m 0.2

NAP

0.2 43 36 0.9 0.6 0.2 0.1

-5

0.2 0.3 0.4 0.6 0.7

-10

0.8


1.0 1.1 1.2 1.3

-15

1.5 1.6 1.8 1.9 2.1

-20

2.1 2.4 2.9 36 31

3.1 3.7

36 30

-25

4.0 33 33 31

4.3

33

4.4

31 4.8 5.2

-30

31 39 39 37

0.75



0.00

5.6


29 MRSV v2.05 (c) 2012



: : : :



30 40 42

6.2

10


0

6.4

32 6.4 32 7.1

-35

-40


-45

-50

-55

-60


-65 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.26 m 0.0

NAP

0.6


75

-5


-10

-15

-20

-25


-30

30 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.26 m 0.1

NAP

0.0


86

-5


-10

-15

-20

-25

-30

30A 0.75



0.00

MRSV v2.05 (c) 2012



: : : :


0


30

10


0

MV = NAP + 1.26 m 0.0

NAP

0.0 31 ----31 44 0.1 34 31 0.5 0.7 0.8

-5

0.8 1.0 1.1 1.1 1.2

-10

1.3


1.5 1.6 1.8 2.0

-15

2.1 2.4 2.5 2.9 3.0

-20

3.3 3.5 3.8 33 4.1 4.5 40

-25

5.0

32 5.6 6.3 32 34

6.9

31 30

-30

40 35

0.75



0.00

7.5 8.3

30B MRSV v2.05 (c) 2012



: : : :



30 32 35 44 52 41

9.0

10


0

9.8 10.4

41 32 32

11.3

-35

-40


-45

-50

-55

-60

-65 0.75



0.00

MRSV v2.05 (c) 2012


Opdracht : 1204117 Plaats : Haarlemmerliede Project : Nieuwbouw Distributielocatie Air Products Nederland BV op PolanenPark BORING

: B2

Datum

: 16-01-2013

X

: 107955.000

Boormeester

: SD

GWS

: NAP +1.05 m

Y

: 488481.880

Beschrijver

:

Maaiveld

: NAP +1.35 m

Norm

: NEN5104

Opmerking

:

Boorprofiel

Diepte [m t.o.v. NAP] van tot

Laag nr.

+1.00

Omschrijving grondlaag

Kleur

1

1

+1.35

+0.75

Klei, zwak siltig, uiterst humeus

bruin

2

2

+0.75

-0.25

Zand, matig fijn, zwak siltig, matig puinhoudend

bruin

3

-0.25

-1.25

Zand, matig fijn, matig siltig, zwak puinhoudend

bruin

4

-1.25

-2.05

Zand, matig fijn, matig siltig, uiterst puinhoudend, bevat resten van hout

grijs

5

-2.05

-3.65

Afval

6

-3.65

-5.15

Afval

7

-5.15

-6.65

Afval

8

-6.65

-7.65

Afval

0.00

3 -1.00

4 -2.00

5

-3.00

-4.00

6 -5.00

-1.45

7

-6.00

-7.00

-4.65

Kleistop 1

8

BORING

: B6

Datum

: 30-01-2013

X

: 107925.000

Boormeester

: SD

GWS

: NAP +1.14 m

Y

: 488447.110

Beschrijver

:

Maaiveld

: NAP +1.34 m

Norm

: NEN5104

Opmerking

:

Boorprofiel +1.00


Kleur

1

1

+1.34

+1.04

Klei, sterk humeus

bruin

2

2

+1.04

-0.16

Klei, matig zandig (matig fijn)

grijs

3

3

-0.16

-0.36

Zand, matig fijn, matig siltig

grijs

4

-0.36

-1.76


grijs

5

-1.76

-2.46

Klei, matig siltig

grijs

6

-2.46

-5.86

Afval

bruin

7

-5.86

-6.66

Zand, matig fijn, matig siltig, matig humeus, matig afvalhoudend

grijs

0.00

-1.00

4

-2.00

5

-3.00

-4.00


Laag nr.

6

-5.00

1.34

-4.66

Kleistop 1

-6.00

7




: B8

Datum

: 17-01-2013

X

: 107988.540

Boormeester

: SD

GWS

: NAP +1.09 m

Y

: 488457.160

Beschrijver

:

Maaiveld

: NAP +1.39 m

Norm

: NEN5104

Opmerking

:

Boorprofiel


Laag nr.

+1.00


Kleur

1

1

+1.39

+0.79


bruin

2

2

+0.79

-0.01

Klei, matig zandig (zeer fijn), matig humeus

bruin

3

3

-0.01

-0.61

Zand, matig grof, matig siltig

bruin

4

-0.61

-2.21


bruin

5

-2.21

-5.01

Afval

6

-5.01

-6.61

Klei, matig siltig

0.00

-1.00

4 -2.00

grijs

-3.00

5

1.39

-4.00

-6.61

Kleistop 1

-5.00

6

-6.00

BORING

: B10

Datum

: 17-01-2013

X

: 108021.980

Boormeester

: SD

GWS

: NAP +1.03 m

Y

: 488451.840

Beschrijver

:

Maaiveld

: NAP +1.33 m

Norm

: NEN5104

Opmerking

:

Boorprofiel +1.00

0.00

-1.00

1 2 3


Kleur

1

+1.33

+0.53

Klei, matig zandig (matig fijn), uiterst humeus

bruin

2

+0.53

-0.07

Klei, matig zandig (matig fijn), matig humeus

bruin

3

-0.07

-0.37

Zand, matig fijn, matig siltig, uiterst puinhoudend

grijs

4

-0.37

-1.97


grijs

5

-1.97

-3.17

Afval

6

-3.17

-4.97

Afval

7

-4.97

-6.67

Klei, matig siltig

4

-2.00

5 -3.00

-4.00


Laag nr.

grijs

6

1.33

-6.67

Kleistop 1

-5.00

-6.00

7




: B13

Datum

: 30-01-2013

X

: 107954.950

Boormeester

: SD

GWS

: NAP +1.15 m

Y

: 488427.250

Beschrijver

:

Maaiveld

: NAP +1.35 m

Norm

: NEN5104

Opmerking

:

Boorprofiel


Laag nr.

+1.00

1 0.00

2 -1.00

3 -2.00


Kleur

1

+1.35

-0.05

Klei, sterk humeus

bruin

2

-0.05

-0.45

Zand, matig fijn, zwak siltig

grijs

3

-0.45

-2.15


grijs

4

-2.15

-5.35

Afval

bruin

5

-5.35

-5.85

Veen, mineraalarm, matig afvalhoudend

bruin

6

-5.85

-6.65

Zand, matig fijn, matig siltig, matig humeus

grijs

-3.00

4 -4.00

1.35

-4.65

Kleistop 1

-5.00

5 -6.00

6

BORING

: B14

Datum

: 18-01-2013

X

: 107988.150

Boormeester

: SD

GWS

: NAP +1.01 m

Y

: 488419.510

Beschrijver

:

Maaiveld

: NAP +1.31 m

Norm

: NEN5104

Opmerking

:

Boorprofiel +1.00

0.00

-1.00


Laag nr. 1 2

3

-2.00


Kleur

1

+1.31

+0.41


bruin

2

+0.41

-0.19

Klei, matig zandig (matig fijn), matig humeus, uiterst puinhoudend

bruin

3

-0.19

-2.19


geel

4

-2.19

-5.39

Afval

5

-5.39

-6.69

Klei, matig siltig

grijs

-3.00

-4.00

4

1.31

-6.69

Kleistop 1

-5.00

-6.00

5




: B18

Datum

: 30-01-2013

X

: 108010.840

Boormeester

: SD

GWS

: NAP +1.11 m

Y

: 488403.850

Beschrijver

:

Maaiveld

: NAP +1.31 m

Norm

: NEN5104

Opmerking

:

Boorprofiel


Laag nr.

+1.00

0.00

-1.00


Kleur

1

1

+1.31

+1.01

Zand, matig grof, zwak kleiïg, sterk humeus

bruin

2

2

+1.01

+0.01

Zand, matig fijn, zwak siltig

bruin

3

3

+0.01

-0.29

Klei, matig zandig (matig fijn), sterk humeus

bruin

4

-0.29

-1.99

Asfalt

zwart

5

-1.99

-5.29

Afval

bruin

6

-5.29

-5.89

Veen, mineraalarm

bruin

7

-5.89

-6.69

Klei, matig siltig

grijs

4

-2.00

-3.00

5 -4.00

-5.00

6 -6.00

7

BORING

: B27

Datum

: 28-01-2013

X

: 108001.000

Boormeester

: SD

GWS

: NAP +0.98 m

Y

: 488365.240

Beschrijver

:

Maaiveld

: NAP +1.28 m

Norm

: NEN5104

Opmerking

:

Boorprofiel +1.00

0.00


Laag nr.


Kleur

1

1

+1.28

+0.48


bruin

2 3 4 5

2

+0.48

+0.08

Klei, matig zandig (matig fijn), matig humeus

bruin

3

+0.08

-0.12

Klei, uiterst zandig (matig fijn), matig humeus, uiterst puinhoudend

grijs

4

-0.12

-0.52

Klei, uiterst zandig (matig fijn), matig humeus

grijs

5

-0.52

-0.92


grijs

6

-0.92

-2.42

Veen, matig zandig (matig fijn)

bruin

7

-2.42

-5.02

Afval

bruin

8

-5.02

-5.62

Veen, mineraalarm

bruin

9

-5.62

-6.72


grijs

-1.00

6 -2.00

-3.00

7 -4.00

-5.00

8 -6.00

9

1.28


-6.72

Kleistop 1



: B29

Datum

: 30-01-2013

X

: 107932.520

Boormeester

: SD

GWS

: NAP +0.95 m

Y

: 488344.250

Beschrijver

:

Maaiveld

: NAP +1.15 m

Norm

: NEN5104

Opmerking

:

Boorprofiel


Laag nr.

+1.00


Kleur

1

+1.15

-0.05

Zand, matig grof, zwak kleiïg, uiterst humeus

bruin

2

-0.05

-0.85


bruin

3

-0.85

-2.75


grijs

4

-2.75

-5.15

Afval

bruin

5

-5.15

-5.65

Veen, mineraalarm

bruin

6

-5.65

-6.85

Zand, matig fijn, matig siltig, zwak humeus

grijs

1 0.00

2 -1.00

-2.00

3

-3.00

-4.00

4

1.15

-4.85

Kleistop 1

-5.00

5 -6.00

6



Coordinaten en hoogtematen.xls Opdr.nr. Plaats Datum Projekt

31-1-2013

1204117 Haarlemmerliede 08-01-2013 Nieuwbouw Distriebutielocatie Air Products Nederland BV op Polanenpark

Meting uitgevoerd in RD stelsel

Sondeer

X [m]

Y [m]

Z [m]

nummer

Uitgezet

Uitgezet

TOV NAP

1

107922,21

488481,88

1,40

2

107955,36

488481,24

1,35

3

107988,35

488480,77

1,37

3A

107989,26

488480,88

1,40

3B

107990,28

488481,33

1,35

4

108021,73

488480,07

1,34

5

108037,90

488467,89

1,34

6

107925,69

488447,41

1,34

7

107959,47

488446,88

1,37

7A

107960,10

488447,14

1,36

7B

107960,94

488447,58

1,39

8

107987,94

488457,66

1,39

9

108011,06

488437,26

1,33

10

108021,49

488450,41

1,35

10A

108022,31

488450,50

1,37

10B

108023,30

488450,90

1,36

10C

108020,22

488450,22

1,33

10D

108021,49

488451,42

1,33

11

108037,20

488433,70

1,34

12

107921,24

488428,40

1,34

13

107954,24

488427,87

1,35

14

107988,88

488419,70

1,31

15

108020,92

488418,51

1,36

16

107920,99

488413,03

1,34

17

107954,08

488412,51

1,36

18

108010,63

488403,58

1,31

19

108036,71

488402,88

1,19

20

107920,48

488390,12

1,34

21

107944,19

488389,82

1,38

22

107970,91

488389,18

1,34

23

108020,39

488387,77

1,20

24

107920,08

488367,21

1,32

25

107943,83

488366,70

1,34

26

107970,40

488366,32

1,36

27

108000,44

488365,68

1,28

28

108036,02

488372,35

1,22

29

107932,08

488344,11

1,15

30

107967,84

488350,95

1,26

30A

107967,17

488350,54

1,21

30B

107967,72

488351,77

1,23

1 /2

Coordinaten en hoogtematen.xls Opdr.nr. Plaats Datum Projekt

31-1-2013

1204117 Haarlemmerliede 08-01-2013 Nieuwbouw Distriebutielocatie Air Products Nederland BV op Polanenpark

Meting uitgevoerd in RD stelsel Boring

X [m]

Y [m]

Z [m]

nummer

Uitgezet

Uitgezet

TOV NAP

B2

107955,00

488481,89

1,35

B6

107925,01

488447,11

1,34

B8

107988,54

488457,16

1,39

B10

108021,99

488451,85

1,33

B13

107954,95

488427,25

1,35

B14

107988,15

488419,51

1,31

B18

108010,85

488403,85

1,31

B27

108001,00

488365,24

1,28

B29

107932,52

488344,25

1,15

B30

107967,84

488350,95

1,26

B30A

107967,17

488350,54

1,21

B30B

107967,72

488351,77

1,23

Hoogte vast punt

-

Opgegeven door

Rijkswaterstaat

Gewaterpast door

P. Hooyberg

Datum waterpassing

08-01-2013

Omschrijving vast punt

Meting uitgevoerd met Leica RTK GPS systeem

2 /2

1

B2

2

3/3A/3B

4

5

8 B8 B10 6

7/7A/7B 10/10A/10C/10D

B6

9 11 12

13 B13 14

15

B14 16

17

18

20

21

B18

19

22 23

28 24

25

26

27 B27

B30

B30B 30/30A/30B

B30A 29

B29

g w d . 7 1 1 4 0 2 1 S \ k r a P n e n a l o P p o V B d n a l r e d e N s t c u d o r P r i A e i t a c o l e i t u b i r t s i D w u o b w u e i N e d e i l r e m m e l r a a H 7 1 1 4 0 2 1 \ 2 1 0 2 \ n e t c e j o r P \ : H

Air Products Nederland B.V. Definitief ontwerp paalfundering

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