Pilling- cohesionless granular soil Ref Col

Material properties Pilec 0 diameterɣ 18 kn/m^3 hɸ 28 degrees No. of pilesKs 1 spacing δ=(2/3ɸ) 21 degrees length Assumeɣconrete 25 kn/m^3fck 30 N/mm^2Fyk 450 N/mm^2cover 75 mm Sec 20,9 Franki Pg 284δ (Radians) 0.366519Tan δ 0.383864

Vertical loadingN 1195 knPipe Cap 150 kn weightTotal Max Load 1345Load/pile 336.25 kn

Horizontal loadingFrontimpact load 200 knSafety factor 1.25 TMH7 Pg45

250h above GL 2.2 m Lever arm 1.4 + 0.9 P CapMoment 550 KnmNo of piles affected 2spacing 1.5load/pile 183.3333 Kn

Transverseimpact load 120 knSafety factor 1.25 TMH7 Pg45

150h above GL 2.2 mMoment 330 KnmNo of piles affected 2spacing 1.5load/pile 110 Kn

Wind load 50 kn TMH7 Pg46Do we consider wind load , makes difference

Pile Cap EN2 and Franki GuidPipe Dia 0.5

depth 800 mm Table 10.5 MB EN2Spacing 1.5 try square 2500x2500

TRUSS ANALOGY METHODLink 10trial bar Y16 8 d 707 mm

2l 1500 mml 750 mm

As=(T/2)/(0,87*Fyk) .= (N*L)/4d*0,87Fyk

As 809.5021 mm^2Total area of reinforcing required in each direction is 2xAsTotal As 1619.004 mm^2Try 10Y16 2010 mm^2

Check min As = 100As/bd 0.109324 <fctm/fyk=0,15 OKIf not OK than continue to next stepProvide Min As 100As/bd=0,15As=0,15bd/100 1590.75 mm^2Provide 12Y20 2260.8 mm^2

ShearVed 597.5 kn av 350Allow for ShearVed 147.896 kn

vrd=

k 1.53187 <2 OK! ƿ 0.0026vrd,c 0.364559 N/mm^2

vrd,c(min) 0.363464 N/mm^2

Vrd,c 644.3582 >Ved OK!

Punching shear check

Waiting for MJ Reply to DG post on the forumMax shear Resistance, Vrd,max

5863.72 kn > N=1195KN

0,12K(100ƿfck)^1/3

Spacing of pile is 3d , no punching shear check is necessary.

X =2500A B

0.5 m0.5 m Y = 2500

4 2l = 1500mm 150 kn150012.5 m

C D250kn

Pile Design TMH7,EN7,BROMS

Self weight of pile cap 150 Kn FactoredLoad/pile 37.5 Kn

Loads on pilePile A 717.08 kn Max compressionPile B 497.08 knPile C 290.42 knPile D 30.42 kn Min compression

Qp 847.9297 KN/PileLoad Distribution Efficiency Pile A 84.56873 %Pile B 58.62318 %Pile C 34.25009 %Pile D 3.587169 %

Reinforcementka 0.472355 kp 2.117051Hu (max) 233.3333 KN

48.98497 Broms Fig 6,31

50 Broms Fig 6,31Mu 119.0841 KNm

Design for worst case Pile A 717.08 kn Max compression

M/h^3 0.952673N/h^2 2.868333

Qp=π*D*Ks*tanδ*h^2/2

Hu/kpɣB^3

Mu/B^4*ɣ*kp

Area 2009.6Bar Radius 8

3.14 64Qty 10

Area 2260.8Bar Radius 12

3.14 144Qty 5

Road

Pilling- cohesionless granular soil Ref Col

Material properties Pilec 0 diameterɣ 18 kn/m^3 hɸ 28 degrees No. of pilesKs 1 spacing δ=(2/3ɸ) 21 degrees length Assumeɣconrete 25 kn/m^3fck 30 N/mm^2Fyk 450 N/mm^2cover 75 mm Sec 20,9 Franki Pg 284δ (Radians) 0.366519Tan δ 0.383864

Vertical loadingN 1195 knPipe Cap 202.8 kn weightTotal Max Load 1397.8Load/pile 349.45 kn

Horizontal loadingFrontimpact load 200 knSafety factor 1.25 TMH7 Pg45

250h above GL 2.4 m Lever arm 1.4 + 1 Pile Cap ? ?Moment 600 KnmNo of piles affected 2spacing 1.9load/pile 157.89 Kn

Transverseimpact load 120 knSafety factor 1.25 TMH7 Pg45

150h above GL 2.4 mMoment 360 KnmNo of piles affected 2spacing 1.9load/pile 94.74 Kn

Wind load kn TMH7 Pg46

Pile Cap EN2 and Franki GuidPipe Dia 0.5

depth 1000 mm Table 10.5 MB EN2Spacing 1900 try square 2600x2600

TRUSS ANALOGY METHODLink 10trial bar Y16 8 d 907 mm

2l 1900 mml 950 mm

As=(T/2)/(0,87*Fyk) .= (N*L)/4d*0,87Fyk

As 799.2681 mm^2Total area of reinforcing required in each direction is 2xAsTotal As 1598.536 mm^2Try 6Y20 1884 mm^2

Check min As = 100As/bd 0.079891 >fctm/fyk=0,15 notIf not OK than continue to next stepProvide Min As 100As/bd=0,15As=0,15bd/100 3537.3 mm^2Provide 12Y20 3768 mm^2

ShearVed 597.5 kn av 200Allow for ShearVed 65.87652 kn

vrd=

k 1.469582 <2 OK! ƿ 0.0026vrd,c 0.35 N/mm^2

vrd,c(min) 0.34 N/mm^2

Vrd,c 824.75 >Ved OK!

Punching shear check

Max shear Resistance, Vrd,max7522.48 kn > N=1195KN

0,12K(100ƿfck)^1/3

Spacing of pile is 3d , no punching shear check is necessary.

X =2600A B

0.5 m0.5 m Y = 2600

4 2l = 1900mm 150 kn1900

12 m

C D250kn

Pile Design TMH7,EN7,BROMS

Self weight of pile cap 202.8 Kn Factored 1.2Load/pile 50.7 Kn

Loads on pilePile A 652.78 kn Max compressionPile B 463.31 knPile C 392.26 knPile D 147.52 kn Min compression

Qp 781.452 KN/PileLoad Distribution Efficiency Pile A 83.53444 %Pile B 59.28808 %Pile C 50.1957 %Pile D 18.87748 %

Reinforcementka 0.472355 kp 2.117051Hu (max) 157.8947 KN

33.14773 Broms Fig 6,31

50 Broms Fig 6,31Mu 119.0841 KNm

Design for worst case Pile A 652.78 kn Max compression

M/h^3 0.952673N/h^2 2.611126

Qp=π*D*Ks*tanδ*h^2/2

Should i use the Resultant of 150kn and 250kn Horizontal force ?

Hu/kpɣB^3

Mu/B^4*ɣ*kp

Area 1884Bar Radius 10

3.14 100Qty 6

Area 3768Bar Radius 10

3.14 100Qty 12

Road

13502700

Should i use the Resultant of 150kn and 250kn