five pile cap design
DESCRIPTION
This excel sheet can be used to calculate the r/f required for five pile cap design according to BS8110TRANSCRIPT
Sanken Project-Toyota Wattala Service Center
Job Ref.
CONSTRUCTION (PVT) LTD Section- Retaining Wall Sheet no./rev.
sky's the limit Calc. by Date Chk'd by Date App'd by Date
Pile Design -BS8110(1985) Umesh 8/27/2012 PP
Pile Diameter Required As As Provided
(mm) (100As/bd=0.75)300 530 1206400 942 1206450 1193 1608
400 ᶲ Pile
(mm2)
Sanken Project-Toyota Wattala Service Center
Job Ref.
CONSTRUCTION (PVT) LTD Section- Retaining Wall Sheet no./rev.
sky's the limit Calc. by Date Chk'd by Date App'd by Date
Pile Design -BS8110(1985) Umesh 10/9/2012 PP
1 Pile Group
Input Data: 450Pile Diameter 450 mmWidth of Pile Cap 750 mmDepth of Pile Cap 400 mm 750 ColumnWorking Load 179 kNEccentricity of load 75 mmMain Bar Diameter 12 mm Bored PileCover 75 mm
Fcu 30 750
Bending Check Check for Punching Shear Check for Vertical Line ShearPile Capacity (Working Load) = 179 kN Column Perimeter = 750 mm (Get minimum Column Dimension)
268.5 kN 1.12
.8(fcu)^.5 = 4.38
20.14 kNm 4.38
b= 750 mm Punching Shear OK Shear Stress (v=V/bd) 1.12
d= 319 mm 0.69
0.26 Check for Vertical Line Shear 1.058199
0.132 (From Charts) 0.8
316 Shear Not Critical 1.06
As pro = 792
Hence Provide 7 T 12 (BW Top and Bottom) Design Concrete Shear 0.49Shear Not OK : Increase Depth
Horizantal Binders
25% of Main R/F = 78.95Hence provide 393 mm2 (5 T 10)
450 ᶲ Pile
N/mm2
Ultimate Load on Pile (1.5*Working Load) =
Vmax = N/mm2
N/mm2
Mult = Vallow = N/mm2
N/mm2
(100As/bd)1/3 =
M/bd2 = (400/d)1/4 =
100As/bd = 1/rm =
As Req = mm2 (fcu/25)1/3 =
mm2
N/mm2
mm2
Sanken Project-Toyota Wattala Service Center
Job Ref.
CONSTRUCTION (PVT) LTD Section- Retaining Wall Sheet no./rev.
sky's the limit Calc. by Date Chk'd by Date App'd by Date
Pile Design -BS8110(1985) Umesh 4/17/2023 PP
2 Pile Group
Input Data :300 mm
Length (L) 1600 mmPile Spacing (S) 1000 mmWidth (b) 1600 mmDepth (d) 550 mme 150 mmMain Bar Dia. 16 mmCover 40 mmWorking Load (Axial) 158 kNFac. Load (1.5XAxial) 237 kNFcu 30 N/mm2Column Width-X 550 mm
Reference Calculations Output
Check for Truss AnalogyEffe. Depth (d) = 502 mmTruss Analogy Can be Used
Bottom R/FReynolds HB/pg. 324 T = Ns/4d = 47 kN
As=T/0.87*460 = 118 mm2/per tieTotal As= 236 mm2
BS 8110/Table 3.27 As min (.13)= 1144 mm2 T16 @ 200 for B1As req = 1144 mm2 As req = 715 mm2/mAs Pro = 1608 mm2 As pro = 1005 mm2/m# of Main bars = 8Hence Provide 8T16 for B1 Hence provide T16 @ 200 for B1
Anchorage CheckBS 8110/Table 3.29 Anchorage = 37 d
Anchorage Length = 421 mmStress in R/F = 285 N/mm2Stress at Start of bend= 183 N/mm2
BS 8110/Equation 50 ab1 = 72 mmab2 = 210 mmab critical = 72 mmBend Radius (r) >= 55.5 mm
Anchorage OKUse Radius 60 mm
184 mmBS 8110/ Cl 3.12.8.23 Eff. Anchorage Bond 192 mm
Vertical Length 343 mmTotal Anchorage Ava. 719 mmAnchorage OK
Check for Punching ShearLoaded perimeter = 2200 mm
BS 8110/ Cl 3.11.4.5 V max = 0.21 N/mm2.8*(fcu)^.5 4.38 N/mm2V allow = 4.38 N/mm2Punching shear OK S>3d, Further Check Required
Check Vertical Line ShearBS 8110/ Cl 3.11.4.4 135 mmBS 8110/ Cl 3.11.4.3 V (at critical) = Fac. Load/2= 118.5 kN
v =V/bd = 0.15 N/mm2100As/bd = 0.20400/d = 1.001/rm = 0.8(fcu/25) = 1.2
BS 8110/ Table 3.29 Vc = 0.39 N/mm22d/av = 7.44Enhanced Vc = 2.92 N/mm2Shear OK-R/F Not required
5X300 ᶲ Pile
Pile Diameter (φ)
S=2.5ᶲL=S+ᶲ+2e
Graded Example in RF Concrete Design-
W.P.S.DiasTruss Analogy Can be Used
Length (Edge-Pile Center)=
Punching shear OK
av=(S/2)-(x/2)-((ᶲ/2)-(ᶲ/5)=
Shear OK-R/F Not required
Reference Calculations Output
Top R/FBS 8007/ Figure A1 Depth Consider = 250 mm
100As/bd = 0.13As req = 520 mm2 As req = 325 mm2/mAs pro = 905 mm2 As pro = 565 mm2/m T12 @ 200 for T1Hence Provide 8T12 for T1 Hence provide T12 @ 200 for T1
Distribution SteelBS 8110/ Table 3.27 100As/bd = 0.13
As = 715 mm2/m T16 @ 200As Pro = 1005 mm2/m B2Hence Provide T16 @ 200
Horizantal BindersUse 25% main SteelAs = 286 mm2As Prov = 804 mm2 4 T 16
16Hence Provide 4 T 16Bar φ =
