pile_calculation_sand+rock
DESCRIPTION
pile on rock and sandTRANSCRIPT
103.95
Elevation Depth β Side friction
99.5 4.5 SPT NA 35 0.980 3498.5 5.5 SPT NA 41 0.925 3897.5 6.5 SPT NA 47 0.875 4196.5 7.5 SPT NA 53 0.829 4495.5 8.5 SPT NA 60 0.786 4794.5 9.5 SPT NA 75 0.745 5693.5 10.5 3.3 8.88 8880 0.36 36392.5 11.5 3.3 8.9 8880 0.36 36391.5 12.5 3.3 8.9 8880 0.36 36390.5 13.5 3.3 8.9 8880 0.36 36389.5 14.5 3.3 8.9 8880 0.36 36388.5 15.5 3.3 8.9 8880 0.36 36387.5 16.5 3.3 8.9 8880 0.36 36386.5 17.5 3.3 8.9 8880 0.36 36385.5 18.5 3.3 8.9 8880 0.36 36384.5 19.5 3.3 8.9 8880 0.36 36383.5 20.5 3.3 8.9 8880 0.36 363
UCS Qp Qs
Elevation Depth SPT 'N' value
99.5 4.5 15 17.5 7.798.5 5.5 19 17.5 15.497.5 6.5 5 17.5 23.196.5 7.5 2 17.5 30.895.5 8.5 30 17.5 38.594.5 9.5 44 17.5 46.2
UCS (quc) fb
Effective overburden presseure
fs
Wet unit weight
(KN/m3)
Effective overburden
pressure
41
The unit end bearing pressure of drilled shaft is given by Zhang and Einstein.
fb = 4.83 (quc) 0.51
fb = Unit end bearing pressure
quc = Unconfined compressive strength of rock.
Unit shaft friction capacity of piles in rock is given by Horvath and Kenney as in CIRIA Report No.181, Piled Foundation in Weak Rock.
The pile unit shaft friction capacity in rock is calculated from the following equation;
fs = 0.20 (quc) 0.5
Where,
fs = the shaft friction capacity.
quc = the unconfined compressive strength of the intact rock.
The unit side shear of granular soil was based on procedures given by O’Neill and Reese,Shafts Construction Procedures and Design Methods” printed under FHWA report no IF-99-025,August 1999:
Side shear in layers of dense cohesionless soil (Sand) is estimated using the following equation:
f s=βi σvi'
β i=1.5-0.245
(zi )0 .5
where f s=ultimate shaft resistance in shear
β i=dimensionless correlation factor between effective stress and side shear.
The unit end bearing pressure of drilled shaft is given by Zhang and Einstein.
fb = 4.83 (quc) 0.51
fb = Unit end bearing pressure
quc = Unconfined compressive strength of rock.
Unit shaft friction capacity of piles in rock is given by Horvath and Kenney as in CIRIA Report No.181, Piled Foundation in Weak Rock.
The pile unit shaft friction capacity in rock is calculated from the following equation;
fs = 0.20 (quc) 0.5
Where,
fs = the shaft friction capacity.
quc = the unconfined compressive strength of the intact rock.
The unit side shear of granular soil was based on procedures given by O’Neill and Reese,Shafts Construction Procedures and Design Methods” printed under FHWA report no IF-99-025,August 1999:
Side shear in layers of dense cohesionless soil (Sand) is estimated using the following equation:
f s=βi σvi'
β i=1.5-0.245
(zi )0 .5
where f s=ultimate shaft resistance in shear
β i=dimensionless correlation factor between effective stress and side shear.
Cut off level 2.0m
103.95
Dia 0.40
Pile length elevation Depth (EGL) Qs Qs per 1 m Ef Qp Fe.b (KN)
2.5 99.5 4.5 34 43 43 0 03.5 98.5 5.5 38 48 91 0 04.5 97.5 6.5 41 52 142 0 05.5 96.5 7.5 44 55 198 0 06.5 95.5 8.5 47 59 257 0 07.5 94.5 9.5 56 70 327 0 08.5 93.5 10.5 363 456 783 8880 11159.5 92.5 11.5 363 456 1240 8880 111510.5 91.5 12.5 363 456 1696 8880 111511.5 90.5 13.5 363 456 2152 8880 111512.5 89.5 14.5 363 456 2609 8880 111513.5 88.5 15.5 363 456 3065 8880 111514.5 87.5 16.5 363 456 3521 8880 111515.5 86.5 17.5 363 456 3978 8880 111516.5 85.5 18.5 363 456 4434 8880 111517.5 84.5 19.5 363 456 4890 8880 111518.5 83.5 20.5 363 456 5347 8880 1115
Dia 0.50
Pile length elevation Depth (EGL) Qs Qs per 1 m Ef Qp Fe.b (KN)
2.5 99.5 4.5 34 54 54 0 03.5 98.5 5.5 38 60 113 0 04.5 97.5 6.5 41 65 178 0 05.5 96.5 7.5 44 69 247 0 06.5 95.5 8.5 47 74 321 0 07.5 94.5 9.5 56 88 409 0 08.5 93.5 10.5 363 570 979 8880 17439.5 92.5 11.5 363 570 1550 8880 174310.5 91.5 12.5 363 570 2120 8880 174311.5 90.5 13.5 363 570 2690 8880 174312.5 89.5 14.5 363 570 3261 8880 174313.5 88.5 15.5 363 570 3831 8880 174314.5 87.5 16.5 363 570 4402 8880 174315.5 86.5 17.5 363 570 4972 8880 174316.5 85.5 18.5 363 570 5542 8880 174317.5 84.5 19.5 363 570 6113 8880 174318.5 83.5 20.5 363 570 6683 8880 1743
Dia 0.60
Pile length elevation Depth (EGL) Qs Qs per 1 m Ef Qp Fe.b (KN)
2.5 99.5 4.5 34 65 65 0 03.5 98.5 5.5 38 71 136 0 04.5 97.5 6.5 41 78 214 0 05.5 96.5 7.5 44 83 296 0 06.5 95.5 8.5 47 89 385 0 07.5 94.5 9.5 56 105 490 0 08.5 93.5 10.5 363 684 1175 8880 25099.5 92.5 11.5 363 684 1859 8880 250910.5 91.5 12.5 363 684 2544 8880 250911.5 90.5 13.5 363 684 3228 8880 250912.5 89.5 14.5 363 684 3913 8880 250913.5 88.5 15.5 363 684 4597 8880 250914.5 87.5 16.5 363 684 5282 8880 250915.5 86.5 17.5 363 684 5966 8880 250916.5 85.5 18.5 363 684 6651 8880 250917.5 84.5 19.5 363 684 7335 8880 250918.5 83.5 20.5 363 684 8020 8880 2509
Dia 0.75
Pile length elevation Depth (EGL) Qs Qs per 1 m Ef Qp Fe.b (KN)
2.5 99.5 4.5 34 81 81 0 03.5 98.5 5.5 38 89 170 0 04.5 97.5 6.5 41 97 267 0 05.5 96.5 7.5 44 103 371 0 06.5 95.5 8.5 47 111 482 0 07.5 94.5 9.5 56 132 613 0 08.5 93.5 10.5 363 856 1469 8880 39219.5 92.5 11.5 363 856 2324 8880 392110.5 91.5 12.5 363 856 3180 8880 392111.5 90.5 13.5 363 856 4036 8880 392112.5 89.5 14.5 363 856 4891 8880 392113.5 88.5 15.5 363 856 5747 8880 392114.5 87.5 16.5 363 856 6602 8880 392115.5 86.5 17.5 363 856 7458 8880 392116.5 85.5 18.5 363 856 8314 8880 392117.5 84.5 19.5 363 856 9169 8880 392118.5 83.5 20.5 363 856 10025 8880 3921
Dia 0.90
Pile length elevation Depth (EGL) Qs Qs per 1 m Ef Qp Fe.b (KN)
2.5 99.5 4.5 34 97 97 0 03.5 98.5 5.5 38 107 204 0 04.5 97.5 6.5 41 116 320 0 05.5 96.5 7.5 44 124 445 0 06.5 95.5 8.5 47 133 578 0 07.5 94.5 9.5 56 158 736 0 08.5 93.5 10.5 363 1027 1762 8880 56469.5 92.5 11.5 363 1027 2789 8880 564610.5 91.5 12.5 363 1027 3816 8880 564611.5 90.5 13.5 363 1027 4843 8880 564612.5 89.5 14.5 363 1027 5869 8880 564613.5 88.5 15.5 363 1027 6896 8880 564614.5 87.5 16.5 363 1027 7923 8880 564615.5 86.5 17.5 363 1027 8950 8880 564616.5 85.5 18.5 363 1027 9976 8880 564617.5 84.5 19.5 363 1027 11003 8880 564618.5 83.5 20.5 363 1027 12030 8880 5646
Compression Tension
F working (KN)
43 14 1491 30 30
142 47 47198 66 66257 86 86327 109 109
1899 633 2612355 785 4132811 937 5653268 1089 7173724 1241 8704180 1393 10224637 1546 11745093 1698 13265549 1850 14786006 2002 16306462 2154 1782
Compression Tension
F working (KN)
54 18 18113 38 38178 59 59247 82 82321 107 107409 136 136
2722 907 3263292 1097 5173863 1288 7074433 1478 8975003 1668 10875574 1858 12776144 2048 14676715 2238 16577285 2428 18477855 2618 20388426 2809 2228
Fultimate (KN)
F working (KN)
tension
Fultimate (KN)
F working (KN)
tension
The unit end bearing pressure of drilled shaft is given by Zhang and Einstein.
fb = 4.83 (quc) 0.51
fb = Unit end bearing pressure
quc = Unconfined compressive strength of rock.
Unit shaft friction capacity of piles in rock is given by Horvath and Kenney as in CIRIA Report No.181, Piled Foundation in Weak Rock.
The pile unit shaft friction capacity in rock is calculated from the following equation;
fs = 0.20 (quc) 0.5
Where,
fs = the shaft friction capacity.
quc = the unconfined compressive strength of the intact rock.
The unit side shear of granular soil was based on procedures given by O’Neill and Reese,Shafts Construction Procedures and Design Methods” printed under FHWA report no IF-99-025,August 1999:
Side shear in layers of dense cohesionless soil (Sand) is estimated using the following equation:
f s=βi σvi'
β i=1.5-0.245
(zi )0 . 5
where f s=ultimate shaft resistance in shear
β i=dimensionless correlation factor between effective stress and side shear.
Compression Tension
F working (KN)
65 22 22136 45 45214 71 71296 99 99385 128 128490 163 163
3684 1228 3924369 1456 6205053 1684 8485738 1913 10766422 2141 13047107 2369 15327791 2597 17618476 2825 19899160 3053 22179845 3282 2445
10529 3510 2673
Compression Tension
F working (KN)
81 27 27170 57 57267 89 89371 124 124482 161 161613 204 204
5390 1797 4906245 2082 7757101 2367 10607956 2652 13458812 2937 16309668 3223 1916
10523 3508 220111379 3793 248612234 4078 277113090 4363 305613946 4649 3342
Compression Tension
Fultimate (KN)
F working (KN)
tension
Fultimate (KN)
F working (KN)
tension
F working (KN)
97 32 32204 68 68320 107 107445 148 148578 193 193736 245 245
7408 2469 5878435 2812 9309462 3154 1272
10489 3496 161411515 3838 195612542 4181 229913569 4523 264114596 4865 298315622 5207 332516649 5550 366817676 5892 4010
Fultimate (KN)
F working (KN)
tension
The unit end bearing pressure of drilled shaft is given by Zhang and Einstein.
fb = 4.83 (quc) 0.51
fb = Unit end bearing pressure
quc = Unconfined compressive strength of rock.
Unit shaft friction capacity of piles in rock is given by Horvath and Kenney as in CIRIA Report No.181, Piled Foundation in Weak Rock.
The pile unit shaft friction capacity in rock is calculated from the following equation;
fs = 0.20 (quc) 0.5
Where,
fs = the shaft friction capacity.
quc = the unconfined compressive strength of the intact rock.
The unit side shear of granular soil was based on procedures given by O’Neill and Reese,Shafts Construction Procedures and Design Methods” printed under FHWA report no IF-99-025,August 1999:
Side shear in layers of dense cohesionless soil (Sand) is estimated using the following equation:
f s=βi σvi'
β i=1.5-0.245
(zi )0 . 5
where f s=ultimate shaft resistance in shear
β i=dimensionless correlation factor between effective stress and side shear.
ASI/09-098 Appendix A6, Page 1 / 6
Figure No. 6: Axial Working Capacity of Piles in Compression vs Elevation for Cephalosporin Plant
Notes:Unit skin friction is based on procedures by Horvath and Kenney and O’Neill and Reese.End bearing pressure as per procedures given by "O' Neill & Reese 1999" after Zhang and Einstein 1998
0 1000 2000 3000 4000 5000 600082.0
84.0
86.0
88.0
90.0
92.0
94.0
96.0
98.0
100.0
Pile Working Capacity in Compression (kN)
Diameter0.40
diameter 0.60
Diameter 0.50
Diameter 0.75
Diameter 0.90
Toe
elev
atio
n of
pile
s (m
NA
DD
)
ASI/09-098 Appendix A6, Page 2 / 6
Figure No. 7: Axial Working Capacity of Piles in Friction vs Elevation for Cephalosporin Plant
Notes:Unit skin friction is based on procedures by Horvath and Kenney and O’Neill and Reese.*Toe elevation of pile is with respect to New Abu Dhabi Datum (NADD).
0 500 1000 1500 2000 2500 3000 3500 4000 4500 500082.0
84.0
86.0
88.0
90.0
92.0
94.0
96.0
98.0
100.0
Pile Working Capacity in Friction (kN)
Diameter 0.40
diameter 0.50
Diameter 0.60
Diameter 0.75
diameter 0.90
Toe
elev
atio
n of
pile
s (m
*)