Pile Cap Design

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1 Introduction :

This document covers R.C. design of Standard Pile-caps for 1 pile, 2 piles, 3 piles,4 piles, 5 Piles & 6 Piles The R.C. design conforms to IS456-2000. Some Clauses from BS8110 are referred and used wherever IS clauses are not too clear.

2 Reference Documents :

1) IS 456-2000 : Plain and Reinforced Concrete Code of Practice ( Limit State Method) 2) SP 16 : Design Aids for Reinforced Concrete to IS 456

3) IS 1786-1985 : Specification for High Strength Deformed Steel Bars and Wires for Concrete Reinforcement

4) BS8110 : Structural Use of Concrete, Part 1: Code of Practice for design and construction. Part 1: 1997

3 Design Philosophy :

Refer sketches furnished at the end of respective calculations for dimensional details of standard pile-caps. For description of symbols refer "Design Parameters" furnished at the start of each calculation.

The Standard pile-caps are designed for the full Compression,Tension and Shear capacities of pile. Following three checks are carried out in design of pile-caps.

A. Check for Punching Shear: ( For Factored Load)

This check is carried out for pile caps having more than 2 piles where 2 way action of pilecap exists. The critical section for punching shear shall be at a distance of Dteff/2 from the face of

pedestal (while considering punching of pedestal into pilecap)

Actual Shear stress = Tv =Shear force at that section / (Dteff*Shear perimeter) Actual Shear stress shall not exceed Permissible shear stress ( ks x Tc ) Where Tc = 0.25 x Sqrt( fck)

ks = (0.5 + bc) but not greater than 1

bc = ratio of short side to long side of the pedestal.

If Tv < ks x Tc…. No shear reinforcement is required for punching shear.. The pilecap depth is to be adjusted such that Tv is always less than ksTc. B. Check for Bending: ( For Factored Load)

The critical section for bending shall be at the face of Pedestal. Bending moment (Mxx and Mzz) is calculated at the face of pedestal. For calculating the bottom reinforcement, bending moment due to the full Compression (for Conservative results) capacity of piles is calculated about the pedestal face in each direction and Bending moment due to the selfweight of pilecap is deducted from it. (Soil Wt. & Surcharge pressure ignored while calculating the bending moment for Conservative results.)

Clause 31.6 …….IS456 Clause34.2. 3.2 ..IS456 Clause 31.6.3 …….IS456 RIL KG-D6

Design Calculation for Warehouse no 1 & 2 pilecap

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CLIENT: PROJECT: SUBJECT: JOB NO REV 3 2 1 0 PREPD. BY CALCULATION NUMBER DATE CHKD BY DATE EQPT. NO. SH OF C940001 R3 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 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

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B. Check for Bending:…continued

The calculated bottom reinforcement is compared with Ast min and the greater of them is provided. The horizontal distance between main bars shall not be more than 180mm.

For calculating the top reinforcement, bending moment due to the full tension capacity of piles, the selfweight of pilecap, soil weight and Surcharge weight is calculated about the pedestal face in each direction .

The calculated top reinforcement is compared with 50% of Ast min and the greater of them is provided. (The minimum steel at Top is meant only for temperature and shrinkage crack control. For temperature and shrinkage control Astmin is the total minimum reinforcement for that section and hence only 50% Astmin is considered for top steel.)

C. Check for One way shear: ( For Facotred Load)

The critical section for one-way shear shall be at a distance of Dteff from the face of the pedestal for maximum Compression load condition.

The critical section for shear is at face of pedestal for maximum tension load condition.

Design Shear strength of concrete 'Tc' shall be calculated based on %tension steel. Table 19…IS456 Actual Shear stress =Tv=Shear force at that section / (Dteff*Pilecap Width)

The enhancement of shear strength shall be taken into account in the design of sections near support by increasing design shear strength of concrete to 2Dteff x Tc / av

av is the distance from the face of pedestal to the critical section = Dteff / 2

(The Clause for "Enhanced shear strength of sections close to support" is a new addition to IS456..2000. It has been based on and is in conformance to BS8110. The clause in British code( cl no 3.11.4.3 to 3.11.4.5) is referred here as it clearly defines "av" to be considered for Pile-caps.)

Minimum shear reinforcement is not required in pile caps where Tv < Tc (enhanced if appropriate)

D. Side Face Reinforcement:

Side face reinforcement is provided to control temperature and shrinkage cracks. Width of pilecap prone to shrinkage & temperature cracks assumed = 500 mm Ast min =0.5 x 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3 piles as these pilecaps predominintaly behave as beams.)

Ast min = 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3 piles as these pilecaps predominintaly behave as beams.)

Ast min = 0.12% B x Dt (Minimum slab reinforcement….for pilecaps with 4 pile and above as these pilecaps predominantly behave like flat slab)

Clause 26.3.3 Table 15 ..IS456 Clause26.5.1.1 ....IS456 Clause26.5.2.1 ....IS456

Ast min = 0.5 x 0.12% B x Dt (Minimum slab reinforcement….for pilecaps with 4 pile and above as these pilecaps predominantly behave like flat slab)

Clause 3.11.4.4 …BS8110 Clause 3.12.5.4 BS8110 Clause 3.11.4.4 …BS8110 Clause 40.5 …….IS456 Clause 34.2.4.1 …….IS456 RIL KG-D6

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1) Pile and Pilecap Data: 2) Design Parameters: 350 mm 500 mm Capacity of Pile : 500 mm 1040 kN 1.2 m 350 kN 18 kN/m3 68 kN 35 N/mm2 800 mm 415 N/mm2 5.7143 x ' d' 10 kN/m2

2 m Clear Cover to Pilecap Reinforcement

250 mm 75 mm

1.0 m 50 mm

3) Check for Punching Shear :

This check is not applicable for Pilecap with 1 pile as the pedestal and pile are concentric and co-axial. 4) Check For Bending :

Pile cap for single pile does not undergo bending as the pedestal and pile is concentric.

The pilecap needs to be checked for axial compression and axial tension. The magnitude of compression and tension equal to the Pile capacities.

a) Check for Axial compresssion :

Maximum Compressive force = 1560 kN

Area of cross-section of pilecap = A = L x B = 1000 x 1000 = 1E+06 mm2 Area of concrete Ac = A - Asc = 997587 mm2

Axial load carrying capacity of concrete (ignore reinforcement) Pu = 0.4 fck Ac = 13966 kN

> 1560 kN Safe

Astmin required = 1500 _mm2

Provide T 16 @ 6 Nos. top & bottom both ways

Ast provided = 2412.7 mm2 b) Check for Axial tension :

Maximum Tensile force = 525 kN

Tension carrying capacity of reinforcement alone = 0.87 fy Ast = 871 kN > 525 kN

5) Check for One Way Shear :

This check is not applicable for Pilecap with 1 pile as the pedestal and pile is concentric. Top Cover d't = Spacing of Piles in Group = nd =

c/c distance between piles =

Bottom Cover d'b = Dist. bet edge of pile & pilecap = E =

Length of Pile Cap = L =

Surcharge intensity = sr = Assumed Pedestal Length = ' l2 ' = Assumed Pedestal Width = ' b2 ' =

Shear = S = Thickness of Pile cap = Dt =

Depth of pilecap top = h=(FGL- TOC ) = Density of Soil = gd = Grade of Concrete = fck =

Grade of Steel = fy =

Provided reinforcement Sufficient

As the Concrete strength without any longitudinal reinforcement is more than the maximum compressive force provide nominal longitudinal reinforcement not less than 0.15 of cross-sectional area... Clause 26.5.3.1 h ...IS456.

1

Diameter/size of Pile = d = Axial Compression = C = Axial Tension = T =

R.C. Design of Pile Cap IPC1

Side Cover d's = Breadth of Pile Cap = B =

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6) Side Face Reinforcement:

Side face reinforcement is provided to control temperature and shrinkage cracks. Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face

a. Parallel to X axis Ast on E/F = 350.5 mm2 Provide 4 Nos - T 12 226.5 c/c b. Parallel to Z axis Ast on E/F = 350.5 mm2 Provide 4 Nos - T 12 226.5 c/c

Astprovi. on E/F= 452.39 mm2 <300 SAFE

Provide Horizontal Ties to prevent Bursting due to high principal Tension

Provide 4 Nos - T 10 227 c/c

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250 mm 75 mm

2.85 m 50 mm

1.0 m 50 mm

This check is not applicable for Pilecap with 2 piles as the pilecap spans only in one direction. 4) Check For Bending :

a) Bottom Steel :

Bending Moment at face of Pedestal : Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)

2

*.5 } = 763.96 kN-m Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = 397.70 mm

Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm Safe

Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2)} = mm2 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = mm2 a. Parallel to Z axis Required 20 T @ 132 c/c OR 7.604 Nos

Provided 8 Nos - T 20 2512 mm2

b) Top Steel :

Mxxmax = 1.5*(T (0.5nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) 2

/2 ) = 298.82 kN-m Ast (req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2

)} = 915.85 mm2 Ast (min) (for Mxx) = 50% of (0.2/100)*B*Dteff = 915.00 mm2

16 T @ 219 c/c 4.557 Nos

Provided 8 Nos - T 16 1608 mm2

5) Check for One Way Shear : a) For Maximum Compressive load

Shear plane location 0.958 m from pedestal centre , Shear Force= 969.4 kN av = 0.4575 m from pedestal face

% Steel = 0.275 Tc = 0.388 N/mm2

Enhanced Shear stress =2*Dteff * Tc /av = 1.552 N/mm2

Tv = 1.059 N/mm2 _Tcmax=

3.70 N/mm2 Tc enhanced > Tv ... Hence Provide nominal shear reinforcement

Density of Soil = gd = Grade of Concrete = fck =

2 R.C. Design of Pile Cap IPC2

Diameter/size of Pile = d = Assumed Pedestal Length = ' l2 ' =

Axial Tension = T = Shear = S = Thickness of Pile cap = Dt = Spacing of Piles in Group = nd =

Breadth of Pile Cap = B =

Shear Section Parallel to X axis

Bottom Cover d'b = Dist. bet edge of pile & pilecap = E =

Length of Pile Cap = L =

2387.51

Ast(prov) = 1830.00

a. Parallel to Z axis Required

Assumed Pedestal Width = ' b2 ' =

c/c distance between piles =

Grade of Steel = fy =

(Soil Wt. & Surchrage pressure ignored for Conservative results)

Top Cover d't = Side Cover d's = Axial Compression = C = Depth of pilecap top = h=(FGL- TOC ) =

Surcharge intensity = sr =

Ast(prov) =

Tcmax > Tv Safe

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Vus= 0.00 kN Asvreq= 0.00 mm2 Asvmin required= 221.58 mm2

12 2 200 c/c

226.1 mm2 _O.K b) For Maximum Tensile load

The critical section for Shear (Parallel to X axis) is at the face of pedestal

Shear Force= 603.5 kN % Steel = 0.18

Tc = 0.318 N/mm2 Tv = 0.660 N/mm2 Vus= 312.90 kN Asvreq= 189.43 mm2 Asvmin provided = 221.58 mm2 Provide T 12 2 200 c/c 226.1 mm2 _OK 6) Side Face Reinforcement:

a. Parallel to X axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 c/c b. Parallel to Z axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 c/c

Astprovi. on E/F= 565.49 mm2 <300 SAFE Provide Horizontal Ties to prevent Bursting due to high principal Tension

Provide 5 Nos - T 12 216 c/c

Shear reinforcement Provided T

Ast(prov) = legged stirrups @

Tcmax > Tv Safe

Provided Shear Reinforcement OK

legged stirrups @ Ast(prov) =

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General: This Pilecap is assumed to be comprised of 2 beams. The first beam spans between two piles and the second beam spans between the third pile and mid-span of first beam. Width of both beams = (d + 2xE). The top and bottom reinforcement (both directions) is calculated and provided within the beam width. Nominal steel (50% of Astmin in both directions) is provided in the balance portion of pile cap.

(Refer sketches at end of calc.)

1) Pile and Pilecap Data: 2) Design Parameters:

350 mm 1000 mm Capacity of Pile : 750 mm 1040 kN 1.2 m 350 kN 18 kN/m3 68 kN 35 N/mm2 1000 mm 415 N/mm2 5.7143 x ' d' 10 kN/m2

250 mm 75 mm

2.582 m 50 mm

2.850 m 50 mm

perimeter = (l2+Dteff+b2+Dteff)*2 = 7150.00 mm Tv=1.5(3C)/(Dteff*perimeter)= 0.717 N/mm2

ks calculated = 1.250 > 1 ks = 1 Tc = 1.479 N/mm2

4) Check For Bending : a) Bottom Steel :

Bending Moment :

X1 = 0.577nd-l2/2 = 0.654 m (Dist of pile from Pedestal face in -ve Z dir) X2 = 0.288nd-l2/2 = 0.078 m (Dist of pile from Pedestal face in +ve Z dir) Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2)

2

*.5 }= 959.5 kN-m beff= 850 mm

Mxxmax=1.5{C*X1-Dt*(d+0.4)*25*(X1+d/2+0.2)^2/2 } = 1005.3 kN-m beff= 850 mm or 1.5{2*C*X2-Dt*B*25*(X2+d/2+0.2)^2/2 }

Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*beff)) = 483.44 mm Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*beff)) = 494.85 mm

Ast (req) (for Mzz) = 3056.6 mm2 _{( Parallel to X axis )} Ast (req) (for Mxx) = 3210.6 mm2 _{( Parallel to Z axis )}

Ast (min) (for Mzz) = 1551.3 mm2 Ast (min) (for Mxx) = 1551.3 mm2

i) Parallel to X axis in strip of width (d+2E)/2 on either side of the 2 lower piles (Beam in X direction). Required 6.23 Nos - T 25

7 Nos - T 25 Ast(prov) = 3434.4 mm2 ii) Parallel to Z axis in strip of width (d+2E)/2 on either side of the 3rd top pile (beam in Z direction)

Required 6.544 Nos - T 25

7 Nos - T 25 Ast(prov) = 3434.4 mm2 Assumed Pedestal Length = ' l2 ' = Assumed Pedestal Width = ' b2 ' =

Tc > Tv Safe

Provide

a. For pile group :

Length of Pile Cap = L = Breadth of Pile Cap = B = Diameter/size of Pile = d = Axial Compression = C = Axial Tension = T = Shear = S = Thickness of Pile cap = Dt = Spacing of Piles in Group = nd = c/c distance between piles = Dist. bet edge of pile & pilecap = E =

Depth of pilecap top = (FGL- TOC) = h = Density of Soil = gd =

3 R.C. Design of Pile Cap IPC3

Top Cover d't = Side Cover d's = Grade of Concrete = fck = Grade of Steel = fy = Surcharge intensity = sr = Bottom Cover d'b = RIL KG-D6

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iii) Parallel to X and Z axis in balance portion (portion other than beams) 50% of Ast(min)= 912.50 mm2 (Calculated per meter width)

Required T 16 @ 220.34 mm c/c T 16 @ 200 mm c/c Ast(prov) = 1005.3 mm2 b) Top Steel : Mzzmax=1.5{T(.5nd-b2/2)+(Dt*25+gd*h+sr)*(d+.4)*((B-b2)/2) 2 /2)} = 367.91 kN-m Mxxmax=1.5{T*X1+(Dt*25+gd*h+sr)*(d+.4)*(X1+d/2+0.2) 2 /2 ) = 381.55 kN-m or 1.5{2*T*X2+(Dt*25+gd*h+sr)*(d+.4)*(X2+d/2+0.2)^2/2 }

Ast(req) (for Mzz) = 1100.19 mm2 Ast(req) (for Mxx) = 1141.72 mm2 Ast(min) (for Mzz) = 50% of (0.2/100)*B*Dteff = 775.63 mm2 Ast(min) (for Mxx) = 50% of (0.2/100)*B*Dteff = 775.63 mm2

i) Parallel to X axis in strip of width (d+2E)/2 on either side of the 2 lower piles (Beam in X direction). Required 5.475 Nos - T 16

7 Nos - T 16 Ast(prov) = 1406.7 mm2

ii) Parallel to Z axis in strip of width (d+2E)/2 on either side of the 3rd top pile (beam in Z direction) Required 5.681 Nos - T 16

7 Nos- T 16 Ast(prov) = 1406.7 mm2

iii) Parallel to X and Z axis in balance portion (portion other than beams) 50% of Ast(min)= 912.50 mm2 (Calculated per meter width)

Required T 16 @ 220.34 mm c/c

T 16 @ 200 mm c/c

Ast(prov) = 1005.3 mm2 5) Check for One Way Shear :

a) For Maximum Compressive load i). Shear Section Parallel to Z axis

shear plane location 0.831 m from centre , Shear Force = 1532.1 kN av = 0.3313 m from pedestal face

% Steel = 0.443 Tc = 0.478 N/mm2 _{Tcmax =}

3.70 N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = 2.631 N/mm2

Tv = 1.975 N/mm2 As Tc enhanced > Tv , Vus = 0.0 kN

Asvreq = 0.00 mm2 Asvmin = 144.02 mm2

Provide T 10 2 200 c/c

ii) Shear Section Parallel to X axis

shear plane location 0.956 m from centre , Shear Force(1)= 1560.0 kN av = 0.4563 m from pedestal face Shear Force(2)= 0.00 kN

% Steel = 0.443 Tc = 0.478 N/mm2

Enhanced Shear stress =2*Dteff * Tc /av = 1.910 N/mm2 Tv = 2.011 N/mm2 As Tc enhanced < Tv , Vus= 78.19 kN Asvreq= 47.47 mm2 Asvreq= 144.02 mm2 Provide T 10 2 200 c/c Provide Provide Provide Provide

Shear reinforcement is not required

Shear reinforcement legged stirrups @ legged stirrups @ Tcmax > Tv Safe RIL KG-D6

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b) For Maximum Tensile load 850 mm

i). Shear Section Parallel to Z axis Dteff. = 942 mm

The critical section for Shear (Parallel to Z axis) is at the face of pedestal ( dt'=50) Shear Force= 525.0 kN % Steel = 0.18 Tc = 0.318 N/mm2 Tv = 0.656 N/mm2 Vus= 270.7 kN Asvreq= 164.32 mm2 Asvmin = 144.02 mm2 Reqiured T 12 2 200 c/c Provided T 12 2 200 c/c

ii). Shear Section Parallel to X axis

The critical section for Shear (Parallel to X axis) is at the face of pedestal Shear Force 1 = 525.0 kN Shear Force 2 = 1050.0 kN

Note-Refer in attached Figure Pedestal resting Partialy on along X direction Beam therefore ignore Shear Force 2

% Steel = 0.18 Tc = 0.322 N/mm2 Tv = 1.354 N/mm2 Vus= 278.6 kN Asvreq= 169.15 mm2 Asvmin = 144.02 mm2 ` Required T 12 2 200 c/c Provided T 12 2 200 c/c

Ast on E/F =0.1% of ( beff x Overall depth)= 500 mm2

Required T 12 226.2 c / c

Provide 5 T 12 ( 218.75 c/c)

Ast provided on E/F= 565 mm2 <300 SAFE

legged stirrups @ legged stirrups @ Shear reinforcement Tcmax > Tv Safe Shear reinforcement legged stirrups @ Tcmax > Tv Safe legged stirrups @ Beff. Rev.= RIL KG-D6

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250 mm 75 mm

2.85 m 50 mm

3) Check for Punching Shear : a. For individual pile :

perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm Tv = C*1.5/(Dteff*Perimeter) = 0.806 N/mm2 Tc = 1.479 N/mm2 7160.00 mm 0.952 N/mm2 1.25 > 1 ks = 1 1.479 N/mm2

4) Check For Bending: a) Bottom Steel : Bending Moment : Mzzmax=1.5{2C(.5nd-b2/2)-L*Dt*25((B-b2)/2) 2 *.5}= 1891.08 kN-m Mxxmax=1.5{2C(.5nd-l2/2)-B*Dt*25((L-l2)/2) 2 *.5 }= 1514.27 kN-m Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*L)) = 370.65 mm Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*B)) = 331.67 mm

Ast (req) (for Mzz) = 5884.61 mm2 _{( Parallel to X axis )} Ast (req) (for Mxx) = 4685.83 mm2 _{( Parallel to Z axis )} Ast (min) (for Mzz) = (0.12/100)*B*Dt = 3420.00 mm2

Ast (min) (for Mxx) = (0.12/100)*B*Dt = 3420.00 mm2 i) Parallel to X axis Required 20 T @ 152 c/c OR 18.741 Nos

Provide 20 Nos - T 20

6280 mm2

ii) Parallel toZ axis Required 20 T @ 191 c/c OR 14.923 Nos

Provide 20 Nos - T 20 6280 mm2 Ast(prov) = Bottom Cover d'b = Top Cover d't = Side Cover d's = Dist. bet edge of pile & pilecap = E =

Length of Pile Cap = L = Breadth of Pile Cap = B =

Tc > Tv Safe Depth of pilecap top = (FGL- TOC) =h=

c/c distance between piles = Axial Tension = T = Shear = S = Thickness of Pile cap = Dt = Spacing of Piles in Group = nd =

Density of Soil = gd = Grade of Concrete = fck = Grade of Steel = fy = Surcharge intensity = sr = Tv=1.5(4C)/(Dteff*perimeter)= Tc = ks calculated = perimetre = (l2+Dteff+b2+Dteff)*2 =

4 R.C. Design of Pile Cap IPC4

Diameter/size of Pile = d = Axial Compression = C =

Assumed Pedestal Length = ' l2 ' = Assumed Pedestal Width = ' b2 ' =

Tc > Tv Safe

b. For pile group :

Ast(prov) =

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b) Top Steel : 552.74 kN-m 439.96 kN-m 1686.92 mm2 1340.59 mm2 50% of (0.12/100)*B*Dt = 1710.00 mm2 50% of (0.12/100)*B*Dt = 1710.00 mm2 i) Parallel to X axis Required 16 T @ 335 c/c 8.509 Nos

Provide 20 Nos - T 16

4019.2 mm2

ii) Parallel to Z axis Required 16 T @ 335 c/c 8.509 Nos

Provide 20 Nos - T 16

4019.2 mm2 5) Check for One Way Shear :

a) For Maximum Compressive load

Tv = 1.171 N/mm2 As Tc enhanced > Tv , Vus = 0.0 kN

Asvreq = 0.00 mm2 Asvmin = 0.00 mm2

Provide T 0 c/c

shear plane location 0.958 m from centre , Shear Force= 1938.8 kN av = 0.458 m from pedestal face

% Steel = 0.241 Tc = 0.366 N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = 1.464 N/mm2 Tv = 0.743 N/mm2 As Tc enhanced > Tv , Vus= 0.0 kN

Asvreq= 0.00 mm2 Asvreq= 0.00 mm2

Provide T 0 c/c

b. Shear Section Parallel to X axis

Ast(req) (for Mzz) = Ast(min) (for Mzz) =

Shear reinforcement is not required Ast(min) (for Mxx) =

Tcmax > Tv Safe Ast(req) (for Mxx) =

Ast(prov) =

Shear reinforcement is not required legged stirrups @ Mzzmax = 1.5*(2T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2) 2 /2) = Mxxmax = 1.5*(2T (0.5nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) 2 /2 ) = legged stirrups @ a. Shear Section Parallel to Z axis

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b) For Maximum Tensile load

i). Shear Section Parallel to X or Z axis

The critical section for Shear (Parallel to X or Z axis) is at the face of pedestal

This pile cap is designed for 70% of pile tension capacity as net tensile force of 600kn is not anticipated. Dteff = Dt - d't -0.5*bar dia. = 942 mm (considered only for shear check for Tension Face)

Shear Force= 735.0 kN (160x1.5x2x0.8) % Steel = 0.15 Tc = 0.308 N/mm2 Tv = 0.274 N/mm2 Vus= 0.0 kN Asvreq= 0.00 mm2 Asvmin = 0.00 mm2 Provide T 0 0 0 c/c

Ast on E/F = 0.1% of ( beff x Overall depth) = 500 mm2

Required T 12 226.2 c / c

Provide 5 T 12 ( 218.75 c/c)

(Clause 26.5.1.3...IS456) Tcmax > Tv Safe

Shear reinforcement is not required legged stirrups @

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2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.

Aker Kvaerner Powergas

(14)

1) Pile and Pilecap Data: 2) Design Parameters: 350 mm 750 mm Capacity of Pile : 1000 mm 1080 kN 1.2 m 350 kN 18 kN/m3 68 kN 35 N/mm2 1000 mm 415 N/mm2 2.8 m 10 kN/m2

2.8 m Clear Cover to Pilecap Reinforcement

250 mm 75 mm

3.650 m 50 mm

a. For individual pile :

perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm Tv = C/(Dteff*Perimeter) = 0.837 N/mm2

Tc = 1.479 N/mm2

b. For pile group :

perimetre = (l2+Dteff+b2+Dteff)*2 = 7160 mm

Tv=(4C-L*B*Dt*25)/(Dteff*perimeter)= 0.913 N/mm2

ks calculated = 1.25 > 1 ks = 1 Tc = 1.479 N/mm2

4) Check For Bending: a) Bottom Steel :

Bending Moment :

Muzz ={2C(0.5*s2-l2/2)-L*Dt*25((B-l2)/2)2*.5}= 1863.90 kN-m Muxx={2C(.5*s1-b2/2)-B*Dt*25((L-b2)/2)2*.5 }= 2118.07 kN-m Dteff(req) (for Muzz) = Sqrt(Mzz/(0.138*fck*L)) = 325.16 mm Dteff(req) (for Muxx) = Sqrt(Mxx/(0.138*fck*B)) = 346.62 mm

Ast (req) (for Muzz) = 5762.74 mm2 _{( Parallel to X axis )}

Ast (req) (for Muxx) = 6567.74 mm2 _{( Parallel to Z axis )}

Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4380.00 mm2

Ast (min) (for Muxx) = (0.12/100)*B*Dt = 4380.00 mm2

RIL KG-D6

Design calculations for

0 AVD 28.08.06

Ped. Width = ' l2 ' =

Axial Compression, C = Depth of pilecap top = (FGL- TOC) = h=

Axial Tension, T = Density of Soil = gd =

5 Design Of Pile Cap IPC5

Diameter/size of Pile = d = Ped. Length = ' b2 ' =

Spacing of Piles along z dir, s1 = Surcharge intensity = sr =

Spacing of Piles along x dir, s2 =

Dist. bet edge of pile & pilecap 'E' = Bottom Cover d'b =

Grade of Concrete = fck =

Thickness of Pile cap = Dt = Grade of Steel = fy =

Tc > Tv Safe

JOB NO: CALCULATION NO.

Length of Pile Cap = L = Top Cover d't =

Breadth of Pile Cap = B = Side Cover d's =

EQPT. NO.

28.08.06 SH OF

Shear = S =

Warehouse no 1 & 2 pilecap SPKN

CIC-8002-00 2090-1419 1 CLIENT: PROJECT: SUBJECT:

REV PREPD. BY DATE CHKD BY DATE

C940001 R3

Aker Kvaerner Powergas

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ssasassss

(15)

i) Parallel to Z axis Required 20 Y @ 199 c/c OR 18.353 Nos

Provide 22 Nos - Y 20

Ast(prov) = 6908 mm2

ii) Parallel to X axis Required 20 Y @ 175 c/c OR 20.916 Nos

Provide 22 Nos - Y 20

Ast(prov) = 6908 mm2

b) Top Steel :

Muxx = (2T(0.5s2-0.5l2)+(Dt*25+gd*h+sr)*L*((B-l2)/2)2/2) = 811.35 kN-m Muzz = (2T (0.5s1-0.5b2)+(Dt*25+gd*h+sr)*B*((L-b2)/2)2/2 ) = 934.68 kN-m Ast(req) (for Muzz) = 2478.99 mm2

Ast(req) (for Muxx) = 2859.71 mm2

Ast(min) (for Muxx) = 50% of (0.12/100)*B*Dt = 2003.85 mm2

Ast(min) (for Muzz) = 50% of (0.12/100)*B*Dt = 2003.85 mm2

12 Y @ 166 c/c 21.930 Nos Provide 24 Nos - Y 12 2713 mm2 12 Y @ 144 c/c 25.298 Nos Provide 24 Nos - Y 12 2713 mm2

shear plane location 0.958 m from centre , Shear Force = 2160.0 kN

av = 0.4575 m from pedestal face

3.70 N/mm2

Tv = 0.647 N/mm2

As Tc enhanced > Tv , Vus = 0.0 kN

Asvreq = 0.00 mm2

Asvmin = 0.00 mm2

Provide Y 0 c/c

JOB NO: CALCULATION NO. EQPT. NO. 2090-1419 CIC-8002-00

RIL KG-D6

0 AVD 28.08.06

i) Parallel to Z axis Required

Ast(prov) =

ii) Parallel to X axis Required

Ast(prov) =

a. Shear Section Parallel to Z axis

Tcmax > Tv Safe

28.08.06 SH OF

SPKN

Warehouse no 1 & 2 pilecap CLIENT:

PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(16)

shear plane location 0.833 m from centre , Shear Force= 2160.0 kN

av = 0.4575 m from pedestal face

% Steel = 0.207 Tc = 0.342 N/mm2

Tv = 0.647 N/mm2

As Tc enhanced > Tv , Vus= 0.0 kN

Asvreq= 0.00 mm2

Dteff = Dt - d't -0.5*bar dia. = 944 mm (considered only for shear check for Tension Face)

Shear Force= 700.0 kN (350x2) % Steel = 0.08 Tc = 0.2192 N/mm2 Tv = 0.2032 N/mm2 Vus= 0.0 kN Asvreq= 0.00 mm2 Asvmin = 0.00 mm2 Provide Y 0.00 c/c

(Width assumed based on Clause 3.12.5.4 BS8110)

Ast on E/F = 0.1% of ( beff x Overall depth)= 500 mm2

Required Y 12 226.2 c / c

Provide 5 Y 12 218.75 c/c <300 SAFE

Ast provided on E/F= 565 mm2

2090-1419 CIC-8002-00

RIL KG-D6

Warehouse no 1 & 2 pilecap 0 SPKN AVD 28.08.06

b. Shear Section Parallel to X axis

JOB NO: CALCULATION NO. Shear reinforcement is not required

legged stirrups @ Tcmax > Tv Safe EQPT. NO. 28.08.06 SH OF CLIENT: PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(17)

Mxx x z Mzz 2090-1419 CIC-8002-00 RIL KG-D6

Warehouse no 1 & 2 pilecap 0 AVD 28.08.06

JOB NO: CALCULATION NO. EQPT. NO.

28.08.06 SH OF SPKN -CLIENT: PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

ssasassss

(18)

250 mm 75 mm

6.85 m 50 mm

2.85 m 50 mm

perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm Tv = C/(Dteff*Perimeter) = 0.628 N/mm2 Tc = 1.479 N/mm2 7960 mm 1.095 N/mm2 1.25 > 1 ks = 1 1.479 N/mm2

4) Check For Bending: a) Bottom Steel : Bending Moment : Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2) 2 *.5}= 1911.72 kN-m Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2) 2 *.5 }= 2874.25 kN-m Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 240.38 mm Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 456.95 mm

Ast (req) (for Muxx) = 4786.72 mm2 _{( Parallel to Z axis )} Ast (req) (for Muzz) = 7344.6 mm2 _{( Parallel to X axis )} Ast (min) (for Muxx) = (0.12/100)*B*Dt = 9864.00 mm2

2090-1419 CIC-8002-00 RIL

KG-D6

Spacing of Piles in Group = nd = Surcharge intensity = sr = c/c distance between piles =

Dist. bet edge of pile & pilecap = E = Bottom Cover d'b =

Depth of pilecap top = (FGL- TOC) =h=

Shear = S = Grade of Concrete = fck =

Thickness of Pile cap = Dt = Grade of Steel = fy =

Tc > Tv Safe b. For pile group :

perimeter = (l2+Dteff+b2+Dteff)*2 = Tv=(6C)/(Dteff*perimeter)=

6 R.C. Design of Pile Cap IPC6

Diameter/size of Pile = d = Ped. Length = ' l2 ' = Ped. Width = ' b2 ' = Axial Compression, C = EQPT. NO. 28.08.06 -ks calculated = Tc = Tc > Tv Safe

SPKN CLIENT:

PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(19)

20 Y @ 218 c/c OR 31.414 Nos Provide 20 Nos - Y 20 6280 mm2 20 Y @ 122 c/c OR 23.390 Nos Provide 22 Nos - Y 20 6908 mm2 b) Top Steel : 888.86 kN-m 1801.01 kN-m 2160.11 mm2 4434.05 mm2 50% of (0.12/100)*B*Dt = 4932.00 mm2 _{( Parallel to Z axis )} 50% of (0.12/100)*B*Dt = 2052.00 mm2 _{( Parallel to X axis )} 12 Y @ 157 c/c 43.631 Nos Provide 20 Nos - Y 12 2260.8 mm2 16 Y @ 129 c/c 22.064 Nos Provide 22 Nos - Y 16 4421.1 mm2

Tv = 0.294 N/mm2 As Tc enhanced > Tv , Vus = 0.0 kN Asvreq = 0.00 mm2 Asvmin = 0.00 mm2 Provide Y 0 c/c 2090-1419 CIC-8002-00 RIL KG-D6

Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2) 2 /2) = Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) 2 /2 ) = Ast(req) (for Muxx) = Ast(req) (for Muzz) = i) Parallel to X axis Required

Ast(prov) =

ii) Parallel to Z axis Required

Ast(prov) =

a. Shear Section Parallel to X axis

Tcmax > Tv Safe

Ast(min) (for Muxx) = Ast(min) (for Muzz) = i) Parallel to X axis Required

Ast(prov) =

EQPT. NO.

28.08.06 SH OF

SPKN

-CLIENT:

PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(20)

Dteff = Dt - d't -0.5*bar dia. = 1144 mm (considered only for shear check for Tension Face) Shear Force= 1050.0 kN (350x3) % Steel = 0.14 Tc = 0.282 N/mm2 Tv = 0.322 N/mm2 Vus= 129.9 kN Asvreq= 62.91 mm2 Asvmin = 631.49 mm2 Provide Y 12 6 200 c/c

Ast on E/F = 0.1% of ( beff x Overall depth) = 600 mm2 (Clause 26.5.1.3...IS456)

Required Y 12 188.496 c / c

Provide 6 Y 12 ( 215 c/c)

2090-1419 CIC-8002-00 RIL

KG-D6

Shear reinforcement

legged stirrups @

JOB NO: CALCULATION NO. b. Shear Section Parallel to Z axis

Shear reinforcement is not required legged stirrups @ Tcmax > Tv Safe EQPT. NO. 28.08.06 SH OF SPKN -CLIENT: PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(21)

Mxx x Mzz z 2090-1419 CIC-8002-00 RIL KG-D6

EQPT. NO.

28.08.06 SH OF

SPKN

CLIENT: PROJECT:

SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

ssasassss

(22)

250 mm 75 mm

4.85 m 50 mm

2.85 m 50 mm

perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm Tv = C/(Dteff*Perimeter) = 0.628 N/mm2 Tc = 1.479 N/mm2 7960 mm 1.095 N/mm2 1.25 > 1 ks = 1 1.479 N/mm2

4) Check For Bending: a) Bottom Steel : Bending Moment : Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2) 2 *.5}= 1944.79 kN-m Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2) 2 *.5 }= 3081.58 kN-m Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 288.13 mm Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 473.14 mm

Ast (req) (for Muxx) = 4885.69 mm2 _{( Parallel to Z axis )} Ast (req) (for Muzz) = 7890.9 mm2 _{( Parallel to X axis )} Ast (min) (for Muxx) = (0.12/100)*B*Dt = 6984.00 mm2

2090-1419 CIC-8002-00 RIL

KG-D6

EQPT. NO.

28.08.06

-perimeter = (l2+Dteff+b2+Dteff)*2 =

Tv=(6C)/(Dteff*perimeter)= ks calculated =

Tc = Tc > Tv Safe

6 R.C. Design of Pile Cap IPC9

Diameter/size of Pile = d = Ped. Length = ' l2 ' =

Tc > Tv Safe b. For pile group :

Shear = S = Grade of Concrete = fck =

Thickness of Pile cap = Dt = Grade of Steel = fy = Ped. Width = ' b2 ' = Axial Compression, C = Depth of pilecap top = (FGL- TOC) =h=

Spacing of Piles in Group = nd = Surcharge intensity = sr = c/c distance between piles =

Dist. bet edge of pile & pilecap = E = Bottom Cover d'b =

CLIENT:

PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(23)

20 Y @ 218 c/c OR 22.242 Nos Provide 20 Nos - Y 20 6280 mm2 20 Y @ 113 c/c OR 25.130 Nos Provide 22 Nos - Y 20 6908 mm2 b) Top Steel : 820.94 kN-m 1375.28 kN-m 1997.07 mm2 3372.68 mm2 50% of (0.12/100)*B*Dt = 3492.00 mm2 _{( Parallel to Z axis )} 50% of (0.12/100)*B*Dt = 2052.00 mm2 _{( Parallel to X axis )} 12 Y @ 157 c/c 30.892 Nos Provide 20 Nos - Y 12 2260.8 mm2 16 Y @ 170 c/c 16.783 Nos Provide 22 Nos - Y 16 4421.1 mm2

Tv = 0.415 N/mm2 As Tc enhanced > Tv , Vus = 0.0 kN Asvreq = 0.00 mm2 Asvmin = 0.00 mm2 Provide Y 0 c/c 2090-1419 CIC-8002-00 RIL KG-D6

EQPT. NO.

28.08.06 SH OF

Ast(prov) =

a. Shear Section Parallel to X axis

Tcmax > Tv Safe

JOB NO: CALCULATION NO. Ast(req) (for Muzz) =

Ast(min) (for Muxx) = Ast(min) (for Muzz) = i) Parallel to X axis Required

Ast(prov) =

Ast(prov) = Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2) 2 /2) = Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) 2 /2 ) = Ast(req) (for Muxx) = i) Parallel to X axis Required

CLIENT: PROJECT: SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(24)

Dteff = Dt - d't -0.5*bar dia. = 1144 mm (considered only for shear check for Tension Face) Shear Force= 1050.0 kN (350x3) % Steel = 0.14 Tc = 0.282 N/mm2 Tv = 0.322 N/mm2 Vus= 129.9 kN Asvreq= 62.91 mm2 Asvmin = 631.49 mm2 Provide Y 12 6 200 c/c

Ast on E/F = 0.1% of ( beff x Overall depth) = 600 mm2 (Clause 26.5.1.3...IS456)

Required Y 12 188.496 c / c

Provide 6 Y 12 ( 215 c/c)

2090-1419 CIC-8002-00 RIL

KG-D6

EQPT. NO.

28.08.06 SH OF

Tcmax > Tv Safe

Shear reinforcement

legged stirrups @

JOB NO: CALCULATION NO. b. Shear Section Parallel to Z axis

CLIENT: PROJECT:

SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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ssasassss

1

(25)

Mxx x Mzz z 2090-1419 CIC-8002-00 RIL KG-D6

Warehouse no 1 & 2 pilecap 0 SPKN 28.08.06 AVD 28.08.06 SH OF

JOB NO: CALCULATION NO. EQPT. NO.

CLIENT: PROJECT:

SUBJECT:

C940001 R3

Aker Kvaerner Powergas

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 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50