158019361-Pile-Cap-Design.pdf

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1 Introd Introduct uction ion : 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 Reference Documents Documents : 1) IS 456456-20 2000 00

:

Plai Plain n and and Rein Reinfo forrced ced Con Concr cret ete e Cod Code e of of Pr Practi actice ce ( Lim Limit it Stat State e Met Metho hod) d)

2) SP 16

:

Design Aids for Reinforced Concrete to IS 456

3) IS 1786 1786-1 -198 985 5

:

Spec Specif ific icat atio ion n for for High High Stre Streng ngth th Defo Deform rmed ed Stee Steell Bar Bars s and and Wire Wires s for for Con Concr cret ete e Reinforcement

4) BS8110 BS8110 Part 1: 1997

:

Structu Structural ral Use of Concre Concrete, te, Part Part 1: Code Code of Practic Practice e for design design and constru constructi ction. on.

3 Design Design Philosop Philosophy hy : 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 Punching Shear: 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 Dt eff /2 from the face of Clause 31.6 pedestal (while considering punching of pedestal into pilecap) …….IS456 Actual Shear stress = Tv =Shear force at that section / (Dteff*Shear perimeter) Actual Shear stress shall not exceed Permissible shear stress ( ks x Tc ) Wher Where e Tc = 0.2 0.25 5 x Sqr Sqrt( fck) fck) ks = (0.5 + bc) but not greater than 1 b c = ratio of short side to long side of the pedestal.

Clause 31.6.3 …….IS456

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 Check for for Bendin Bending: g:

( For Factored Load)

The critical section for bending shall be at the face of Pedestal. Bending moment Clause34.2. (Mxx and Mzz) is calculated at the face of pedestal. For calculating the bottom 3.2 ..IS456 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.) JOB NO 2090/1419

Aker Kvaerner Powergas

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KG-D6

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Design Calculation for Warehouse no 1 & 2 pilecap

C940001 R3

CALCULATION NUMBER

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CIC-8002-00

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B. Check for Bending:…continued Clause 26.3.3 Table 15 ..IS456 Ast min = 0.2% B x Dteff (Minimum Beam reinforcement reinforcement ...for pilecaps with 2 pile and 3 piles Clause26.5.1.1 as these pilecaps predominintaly behave as beams.) ....IS456 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. 180mm.

Ast min = 0.12% B x Dt (Minimum slab reinforcement….for pilecaps with 4 pile and above as Clause26.5.2.1 ....IS456 these pilecaps predominantly behave like flat slab) 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.) 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 = 0.5 x 0.12% B x Dt (Minimum (Minimum slab reinforcement….for pilecaps with 4 pile and above as these pilecaps predominantly behave like flat slab) 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.

Clause 34.2.4.1 …….IS456

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

Table 19…IS456

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

Clause 40.5 …….IS456

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 Reinforceme Reinforcement: nt: Side face reinforcement is provided to control temperature and shrinkage cracks. = 500 mm Width of pilecap prone to shrinkage & temperature cracks assumed JOB NO

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C940001 R3

Clause 3.11.4.4 …BS8110

Clause 3.12.5.4 BS8110

CALCULATION NUMBER

2090/1419


Clause 3.11.4.4 …BS8110

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1

R.C. Design of Pile Cap IPC1

1) Pile and Pilecap Data: Diameter/size of Pile = d Capacity of Pile : 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 Length of Pile Cap = L Breadth of Pile Cap = B

2) Design Parameters: =

350

mm

= 1040 kN = 350 kN = 68 kN = 800 mm = 5.7143 x ' d' = 2 m = 250 mm = 1.0 m = 1.0 m

Assumed Pedestal Length = ' l 2 ' = Assumed Pedestal Width = ' b 2 ' = Depth of pilecap top = h=(FGL- TOC ) = Density of Soil = gd = Grade of Concrete = fck = Grade of Steel = fy = Surcharge intensity = s r = Clear Cover to Pilecap Reinforcement Bottom Cover d' b = Top Cover d' t = Side Cover d' s =

500 500 1.2 18 35 415 10 75 50 50

mm mm m kN/m N/mm N/mm kN/m mm mm 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 mm Area of concrete Ac = A - Asc = 997587 mm Axial load carrying capacity of concrete (ignore reinforcement) Pu = 0.4 fck Ac = 13966 kN > 1560 kN Safe 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. 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 Provided reinforcement Sufficient 5) Check for One Way Shear : This check is not applicable for Pilecap with 1 pile as the pedestal and pile is concentric. JOB NO


2090/1419 REV

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KG-D6

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C940001 R3

CALCULATION NUMBER

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1 2 3 6) Side Face Reinforcement: 4 Side face reinforcement is provided to control temperature and shrinkage cracks. 5 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 6 7 a. Parallel to X axis Ast on E/F = 350.5 mm2 Provide 4 Nos - T 12 226.5 c/c 8 b. Parallel to Z axis Ast on E/F = 350.5 mm2 Provide 4 Nos - T 12 226.5 c/c 9 Astprovi. on E/F= 452.39 mm2 <300 SAFE 10 11 12 Provide Horizontal Ties to prevent Bursting due to high principal Tension 13 Provide 4 Nos - T 10 227 c/c 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

JOB NO


2090/1419 REV

CLIENT:

RIL

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KG-D6

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C940001 R3

CALCULATION NUMBER

3 2 1 0

PREPD. BY

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EQPT. NO.

CIC-8002-00 DATE

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2


1) Pile and Pilecap Data: Diameter/size of Pile = d Capacity of Pile : 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 Length of Pile Cap = L Breadth of Pile Cap = B

2) Design Parameters: =

350

mm

= 1040 kN = 350 kN = 68 kN = 1000 mm = 5.71428 x ' d' = 2 m = 250 mm = 2.85 m = 1.0 m

Assumed Pedestal Length = ' l2 ' = Assumed Pedestal Width = ' b2 ' = Depth of pilecap top = h=(FGL- TOC ) = Density of Soil = gd = Grade of Concrete = fck = Grade of Steel = fy = Surcharge intensity = sr = Clear Cover to Pilecap Reinforcement Bottom Cover d'b = Top Cover d' t = Side Cover d's =

1000 750 1.2 18 35 415 10 75 50 50

mm mm m 3 kN/m 2 N/mm 2 N/mm 2 kN/m mm mm mm

3) Check for Punching Shear : 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 : (Soil Wt. & Surchrage pressure Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2) *.5 } = 763.96 kN-m Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = 397.70 mm ignored for Conservative results) Dteff(prov) = Dt - d' b -0.5*bar dia. = 915.00 mm Safe 2 2 2387.51 Ast(req) (for Mxx) = 0.5*fck*B*Dteff /f * 1-S rt 1-4.6Mxx/ fck*B*Dteff = mm 2 1830.00 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = mm a. Parallel to Z axis Required 20 T@ 132 c/c OR 7.604 Nos Ast(prov) = Provided 8 Nos - T 20 2512 mm2 b) Top Steel : Mxxmax = 1.5*(T (0.5nd-0.5l 2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) /2 ) = 298.82 kN-m Ast (req) (for Mxx) = 0.5*fck*B*Dteff /f * 1-S rt 1-4.6Mxx/ fck*B*Dteff 2 915.85 mm2 = Ast (min) (for Mxx) = 50% of (0.2/100)*B*Dteff = 915.00 mm2 a. Parallel to Z axis Required 16 T@ 219 c/c 4.557 Nos Ast(prov) = Provided 8 Nos - T 16 1608 mm2 5) Check for One Way Shear : a) For Maximum Compressive load Shear Section Parallel to X axis 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 2 Tv = 1.059 N/mm Tcmax 3.70 N/mm2 Tcmax > Tv Safe Tc enhanced > Tv ... Hence Provide nominal shear reinforcement JOB NO


2090/1419 REV

CLIENT:

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PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

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1 Vus= 0.00 kN 2 Asvreq= 0.00 mm2 3 Asvmin required= 221.58 mm2 4 Shear reinforcement Provided T legged stirrups @ 12 2 200 c/c 5 Ast(prov) = 226.1 mm2 O.K 6 7 b) For Maximum Tensile load 8 The critical section for Shear (Parallel to X axis) is at the face of pedestal 9 Shear Force= 603.5 kN % Steel = 0.18 10 2 Tc = 0.318 N/mm 11 Tcmax > Tv Safe Tv = 0.660 N/mm2 12 Vus= 312.90 kN 13 14 Asvreq= 189.43 mm2 15 Provided Shear Reinforcement OK Asvmin provided = 221.58 mm2 16 legged stirrups @ Provide T 12 2 200 c/c 17 Ast(prov) = 226.1 mm2 OK 18 6) Side Face Reinforcement: 19 Side face reinforcement is provided to control temperature and shrinkage cracks. 20 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 21 22 a. Parallel to X axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 c/c 23 b. Parallel to Z axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 c/c 24 Astprovi. on E/F= 565.49 mm2 <300 SAFE 25 Provide Horizontal Ties to prevent Bursting due to high principal Tension 26 Provide 5 Nos - T 12 216 c/c 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

JOB NO


2090/1419 REV

CLIENT:

RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

3 2 1 0

PREPD. BY

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CIC-8002-00 DATE

28/08/06

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3

R.C. Design of Pile Cap IPC3 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: Diameter/size of Pile = d = 350 mm Capacity of Pile : Axial Compression = C = 1040 kN Axial Tension = T = 350 kN Shear = S = 68 kN Thickness of Pile cap = Dt = 1000 mm Spacing of Piles in Group = nd = 5.7143 x ' d' c/c distance between piles = 2 m Dist. bet edge of pile & pilecap = E = 250 mm Length of Pile Cap = L = 2.582 m Breadth of Pile Cap = B = 2.850 m 3) Check for Punching Shear : a. For pile group : perimeter = (l2+Dteff +b2+Dteff )*2 = 7150.00 Tv=1.5(3C)/(Dteff *perimeter)= 0.717 ks calculated = 1.250 Tc = 1.479 4) Check For Bending : a) Bottom Steel : Bending Moment : X1 = 0.577nd-l 2/2 = 0.654 X2 = 0.288nd-l 2/2 = 0.078 Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2) *.5 }= Mxxmax=1.5{C*X 1-Dt*(d+0.4)*25*(X1+d/2+0.2)^2/2 } = or 1.5{2*C*X 2-Dt*B*25*(X2+d/2+0.2)^2/2 } Dteff re (for Mzz) = Sqrt(Mzz/(0.138*fck*beff)) = Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*beff)) = Dteff(prov) = Dt - d'b -0.5*bar dia. =

2) Design Parameters: Assumed Pedestal Length = ' l 2 ' = 1000 mm Assumed Pedestal Width = ' b 2 ' = 750 mm Depth of pilecap top = (FGL- TOC) = h = 1.2 m Density of Soil = gd = 18 kN/m3 Grade of Concrete = fck = 35 N/mm2 Grade of Steel = fy = 415 N/mm2 Surcharge intensity = s r = 10 kN/m2 Clear Cover to Pilecap Reinforcement Bottom Cover d' b = 75 mm Top Cover d' t = 50 mm Side Cover d' s = 50 mm

mm 2 N/mm > 1 2 N/mm

ks = 1 Tc > Tv Safe

m (Dist of pile from Pedestal face in -ve Z dir) m (Dist of pile from Pedestal face in +ve Z dir) 959.5 kN-m beff= 850 mm 1005.3 kN-m beff= 850 mm 483.44 mm 494.85 mm 912.50 mm

Safe

Ast (req) (for Mzz) = 3056.6 mm2 ( Parallel to X axis ) Ast (req) (for Mxx) = 3210.6 mm2 ( Parallel to Z axis ) 2 Ast (min) (for Mzz) = 1551.3 mm 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 Provide 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 Provide 7 Nos - T 25 Ast(prov) = 3434.4 mm2

JOB NO 2090/1419

Aker Kvaerner Powergas CLIENT:

RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

EQPT. NO.

CIC-8002-00

REV

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28/08/06

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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 Provide T 16 @ 200 mm c/c 2 Ast(prov) = 1005.3 mm b) Top Steel : Mzzmax=1.5{T(.5nd-b2/2)+(Dt*25+gd*h+sr)*(d+.4)*((B-b2)/2) /2)} = 367.91 kN-m 2 Mxxmax=1.5{T*X 1+(Dt*25+gd*h+sr)*(d+.4)*(X1+d/2+0.2) /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 mm 2 Ast(req) (for Mxx) = 1141.72 mm 2 Ast(min) (for Mzz) = 50% of (0.2/100)*B*Dteff 775.63 mm 2 Ast min (for Mxx) = 50% of (0.2/100)*B*Dteff 775.63 mm 2 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 Provide 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 Provide 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 Provide 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 Tcmax > Tv Safe 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 Shear reinforcement is not required legged stirrups @ 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 2 % Steel = 0.443 Tc = 0.478 N/mm 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 Shear reinforcement legged stirrups @ Provide T 10 2 200 c/c

JOB NO 2090/1419


RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

EQPT. NO.

CIC-8002-00

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1 Beff. Rev.= 850 mm 2 b) For Maximum Tensile load 3 i). Shear Section Parallel to Z axis Dteff. = 942 mm 4 The critical section for Shear (Parallel to Z axis) is at the face of pedestal ( dt'=50) 5 Shear Force= 525.0 kN 6 % Steel = 0.18 Tc = 0.318 N/mm2 7 Tcmax > Tv Safe Tv = 0.656 N/mm2 8 Vus= 270.7 kN 9 Asvreq= 164.32 mm2 10 Asvmin = 144.02 mm2 11 Shear reinforcement 12 legged stirrups @ Reqiured T 12 2 200 c/c 13 legged stirrups @ Provided T 12 2 200 c/c 14 ii). Shear Section Parallel to X axis 15 16 The critical section for Shear (Parallel to X axis) is at the face of pedestal 17 Shear Force 1 = 525.0 kN Shear Force 2 = 1050.0 kN 18 Note-Refer in attached Figure Pedestal resting Partialy on along X direction Beam therefore 19 ignore Shear Force 2 20 % Steel = 0.18 Tc = 0.322 N/mm2 21 Tcmax > Tv Safe Tv = 1.354 N/mm2 22 Vus= 278.6 kN 23 Asvreq= 169.15 mm2 24 Asvmin = 144.02 mm2 25 26 ` 27 Shear reinforcement 28 legged stirrups @ Required T 12 2 200 c/c 29 30 legged stirrups @ Provided T 12 2 200 c/c 31 32 6) Side Face Reinforcement: 33 Side face reinforcement is provided to control temperature and shrinkage cracks. 34 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 35 36 Ast on E/F =0.1% of ( beff x Overall depth)= 500 mm 2 37 Required T 12 226.2 c / c 38 Provide 5 T 12 ( 218.75 c/c) 39 2 Ast provided on E/F= 565 <300 SAFE mm 40 41 42 43 44 45 46 47 48 49 50

JOB NO 2090/1419


RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

EQPT. NO.

CIC-8002-00

REV

PREPD. BY

DATE

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28/08/06

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DATE

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JOB NO 2090/1419


RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

EQPT. NO.

CIC-8002-00

REV

PREPD. BY

DATE

CHKD BY

3 2 1 0

SPKN

28/08/06

AVD

DATE

28/08/06 SH

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4


1) Pile and Pilecap Data: 2) Design Parameters: Assumed Pedestal Length = ' l 2 ' = Diameter/size of Pile = d = 350 mm Assumed Pedestal Width = ' b 2 ' = Capacity of Pile : Axial Compression = C = 1040 kN Depth of pilecap top = (FGL- TOC) =h= Density of Soil = gd = Axial Tension = T = 350 kN Shear = S = 68 kN Grade of Concrete = fck = Thickness of Pile cap = Dt = 1000 mm Grade of Steel = fy = Surcharge intensity = s r = Spacing of Piles in Group = nd = 5.714 x ' d' c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement Bottom Cover d' b = Dist. bet edge of pile & pilecap = E = 250 mm Top Cover d' t = Length of Pile Cap = L = 2.85 m Side Cover d' s = Breadth of Pile Cap = B = 2.85 m 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 Tc > Tv Safe b. For pile group : perimetre = (l2+Dteff +b2+Dteff )*2 = 7160.00 mm Tv=1.5(4C)/(Dteff *perimeter)= 0.952 N/mm2 ks calculated = 1.25 > 1 ks = 1 2 Tc = Tc > Tv Safe 1.479 N/mm

4) Check For Bending: a) Bottom Steel : Bending Moment : Mzzmax=1.5{2C(.5nd-b 2/2)-L*Dt*25((B-b2)/2) *.5}= 2 Mxxmax=1.5{2C(.5nd-l 2/2)-B*Dt*25((L-l2)/2) *.5 }= Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*L)) = Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*B)) = Dteff(prov) = Dt - d'b -0.5*bar dia. = Ast (req) (for Mzz) = Ast (req) (for Mxx) = Ast (min) (for Mzz) = (0.12/100)*B*Dt = Ast (min) (for Mxx) = (0.12/100)*B*Dt = i) Parallel to X axis

Required

20

Ast(prov) ii) Parallel toZ axis

Required

=

20

Ast(prov)


RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

T@

mm mm m 3 kN/m 2 N/mm 2 N/mm 2 kN/m

75 mm 50 mm 50 mm

Safe ( Parallel to X axis ) ( Parallel to Z axis )

c/c OR Provide

18.741 Nos 20 Nos - T 20

c/c OR Provide

14.923 Nos 20 Nos - T 20

6280 mm2 T@

=

152

1891.08 kN-m 1514.27 kN-m 370.65 mm 331.67 mm 915.00 mm 5884.61 mm2 4685.83 mm2 3420.00 mm2 3420.00 mm2

1000 750 1.2 18 35 415 10

191

6280 mm2

JOB NO 2090/1419

CALCULATION NUMBER

EQPT. NO.

CIC-8002-00

REV

PREPD. BY

DATE

CHKD BY

3 2 1 0

SPKN

28/08/06

AVD

DATE

28/08/06 SH

.

OF

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

b) Top Steel : Mzzmax = 1.5*(2T(0.5nd-0.5b 2)+(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 ) = Ast(req) (for Mzz) = Ast(req) (for Mxx) = Ast(min) (for Mzz) = 50% of (0.12/100)*B*Dt = Ast(min) (for Mxx) = 50% of (0.12/100)*B*Dt = i) Parallel to X axis Required 16 T@ 335 Ast(prov) ii) Parallel to Z axis Required

=

16

Ast(prov)

4019.2 T@

=

4019.2

mm

kN-m kN-m 2 mm 2 mm 2 mm 2 mm 8.509 Nos 20 Nos - T 16

c/c Provide

8.509 Nos 20 Nos - T 16

2

335 mm

552.74 439.96 1686.92 1340.59 1710.00 1710.00 c/c Provide

2

5) Check for One Way Shear : a) For Maximum Compressive load a. Shear Section Parallel to Z axis shear plane location 0.833 m from centre , Shear Force = 3053.1 kN av = 0.458 m from pedestal face % Steel = 0.241 Tc = 0.366 N/mm2 Tcmax = 3.70 N/mm2 Tcmax > Tv Safe Enhanced Shear stress =2*Dteff * Tc /av = 1.464 N/mm2 2 Tv = 1.171 N/mm As Tc enhanced > Tv , Vus = 0.0 kN Asvreq = 0.00 mm2 Asvmin = 0.00 mm2 Shear reinforcement is not required legged stirrups @ Provide T 0 c/c b. Shear Section Parallel to X axis shear plane location 0.958 m from centre , 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= Asvreq= Asvreq=

0.0 kN 0.00 mm2 0.00 mm2

Shear reinforcement is not required legged stirrups @ 0

Provide T

JOB NO

Aker Kvaerner Powergas RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

3 2 1 0

c/c

CALCULATION NUMBER

2090/1419 REV

CLIENT:

Shear Force= 1938.8 kN

PREPD. BY

SPKN

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

28/08/06

AVD

DATE

28/08/06 SH

.

OF

1 b) For Maximum Tensile load 2 i). Shear Section Parallel to X or Z axis 3 The critical section for Shear (Parallel to X or Z axis) is at the f ace of pedestal 4 This pile cap is designed for 70% of pile tension capacity as net tensile force of 600kn is not anticipated. 5 Dteff = Dt - d' t -0.5*bar dia. = 942 mm (considered only for shear check for Tension Face) 6 Shear Force= 735.0 kN (160x1.5x2x0.8) 7 2 % Steel = 0.15 Tc = 0.308 N/mm 8 Tcmax > Tv Safe Tv = 0.274 N/mm2 9 Vus= 0.0 kN 10 2 Asvreq= 0.00 mm 11 2 Asvmin = 0.00 12 mm Shear reinforcement is not required 13 14 legged stirrups @ Provide T 0 0 0 c/c 15 16 6) Side Face Reinforcement: 17 Side face reinforcement is provided to control temperature and shrinkage cracks. 18 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 19 20 (Clause 26.5.1.3...IS456) Ast on E/F = 0.1% of ( beff x Overall depth) = 500 mm2 21 Required T 12 226.2 c / c 22 Provide 5 T 12 ( 218.75 c/c) 23 2 Ast provided on E/F= 565 <300 SAFE mm 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

JOB NO


RIL

PROJECT:

KG-D6

SUBJECT:


C940001 R3

CALCULATION NUMBER

2090/1419

EQPT. NO.

CIC-8002-00

REV

PREPD. BY

DATE

3 2 1 0

SPKN

28/08/06

CHKD BY

AVD

DATE

28/08/06 SH

.

OF

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

5 Design Of Pile Cap IPC5 1) Pile and Pilecap Data:

2) Design Parameters:

Diameter/size of Pile = d =

350

Ped. Length = ' b2 ' =

mm

Ped. Width = ' l2 ' =

Capacity of Pile : Axial Compression, C = Axial Tension, T =

Shear = S =

mm

1000

mm

kN

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

1.2

m

350

kN

Density of Soil = gd =

18

kN/m

68

kN

Grade of Concrete = fck =

35

N/mm

1000

mm

Grade of Steel = fy =

415

N/mm

Surcharge intensity = sr =

10

kN/m

Bottom Cover d' b =

75

mm

50

mm

50

mm

1080

Thickness of Pile cap = Dt =

750

Spacing of Piles along z dir, s1 =

2.8

m

Spacing of Piles along x dir, s2 =

2.8

m

Dist. bet edge of pile & pilecap 'E' =

250

mm

3 2 2

2

Clear Cover to Pilecap Reinforcement

Length of Pile Cap = L =

3.650

m

Top Cover d't =

Breadth of Pile Cap = B =

3.650

m

Side Cover d' s =

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/(Dteff *Perimeter) =

0.837 N/mm2

Tc =

1.479 N/mm2

Tc > Tv Safe

b. For pile group :

perimetre = (l2+Dt eff +b2+Dteff )*2 = Tv=(4C-L*B*Dt*25)/(Dteff *perimeter)= ks calculated = Tc =

7160 mm 0.913 N/mm2 1.25

> 1

ks =

1

2

1.479 N/mm

Tc > Tv Safe

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

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

915.00 mm

5762.74 mm

( Parallel to X axis )

6567.74 mm

2

( Parallel to Z axis )

Ast (min) (for Muzz) =

(0.12/100)*B*Dt = 4380.00 mm

2

Ast (min) (for Muxx) =

(0.12/100)*B*Dt = 4380.00 mm2

Ast (req) (for Muzz) = Ast (req) (for Muxx) =

JOB NO:


2090-1419

REV CLIENT: PROJECT: SUBJECT:

RIL KG-D6 Design calculations for Warehouse no 1 & 2 pilecap

C940001 R3

Safe

2

0

PREPD. BY

SPKN

CALCULATION NO.

CIC-8002-00

DATE

28.08.06

CHKD BY

AVD

EQPT. NO. DATE

28.08.06

SH

ssasassss

OF

1 2 i) Parallel to Z axis Required 20 Y@ 199 c/c OR 18.353 Nos 3 Provide 22 Nos - Y 20 4 2 Ast(prov) = 6908 mm 5 6 7 ii) Parallel to X axis Required 20 Y@ 175 c/c OR 20.916 Nos 8 Provide 22 Nos - Y 20 9 2 Ast(prov) = 6908 mm 10 11 12 b) Top Steel : 13 2 Muxx = (2T(0.5s2-0.5l2)+(Dt*25+gd*h+sr)*L*((B-l2)/2) /2) = 811.35 kN-m 14 2 Muzz = (2T (0.5s1-0.5b2)+(Dt*25+gd*h+sr)*B*((L-b2)/2) /2 ) = 934.68 kN-m 15 16 Ast(req) (for Muzz) = 2478.99 mm2 17 Ast(req) (for Muxx) = 2859.71 mm2 18 Ast(min) (for Muxx) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 19 Ast(min) (for Muzz) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 20 21 i) Parallel to Z axis Required 12 Y@ 166 c/c 21.930 Nos 22 Provide 24 Nos - Y 12 23 2 Ast(prov) = 2713 mm 24 25 26 ii) Parallel to X axis Required 12 Y@ 144 c/c 25.298 Nos 27 Provide 24 Nos - Y 12 28 2 Ast(prov) = 2713 mm 29 30 31 5) Check for One Way Shear : 32 a) For Maximum Compressive load 33 a. Shear Section Parallel to Z axis 34 35 shear plane location 0.958 m from centre , Shear Force = 2160.0 kN 36 av = 0.4575 m from pedestal face 37 % Steel = 0.207 Tc = 0.342 N/mm2 Tcmax = 3.70 N/mm2 38 Tcmax > Tv Safe Enhanced Shear stress =2*Dteff * Tc /av = 1.368 N/mm2 39 2 40 Tv = 0.647 N/mm 41 42 As Tc enhanced > Tv , Vus = 0.0 kN 43 Asvreq = 0.00 mm2 44 45 Asvmin = 0.00 mm2 46 Shear reinforcement is not required 47 legged stirrups @ Provide Y 0 c/c 48 49 50

JOB NO: 2090-1419

Aker Kvaerner Powergas REV

CALCULATION NO. CIC-8002-00

PREPD. BY

DATE

SPKN

28.08.06

CHKD BY

EQPT. NO.

DATE

CLIENT:

RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap PROJECT:

C940001 R3

0

AVD

28.08.06 ssasassss

SH

OF

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

b. Shear Section Parallel to X axis shear plane location

0.833 m from centre ,

av =

Shear Force=

2160.0 kN

0.4575 m from pedestal face Tc =

0.342 N/mm2

Enhanced Shear stress =2*Dteff * Tc /av =

1.368 N/mm2

Tv =

0.647 N/mm2

% Steel = 0.207

As Tc enhanced > Tv ,

Vus=

0.0 kN 0.00 mm2

Asvreq=

0.00 mm2 Shear reinforcement is not required

Asvreq= Provide Y

legged stirrups @

0

c/c

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 Dteff = Dt - d't -0.5*bar dia. = Shear Force= % Steel = 0.08

944 mm

(considered only for shear check for Tension Face)

700.0 kN

(350x2) 2

Tc =

0.2192 N/mm

Tv =

0.2032 N/mm2

Vus=

0.0

kN

Asvreq=

0.00

mm

Asvmin =

0.00

Tcmax > Tv

Safe

2 2

mm Shear reinforcement is not required

Provide Y

legged stirrups @

0.00

c/c

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

(Width assumed based on Clause 3.12.5.4 BS8110) Ast on E/F = 0.1% of ( beff x Overall depth)= Required Provide

Y 12

226.2

5

Ast provided on E/F=

c/c

218.75 c/c

Y 12

565

mm

REV

<300 SAFE

2

JOB NO:


500 mm2

2090-1419

CALCULATION NO. CIC-8002-00

PREPD. BY

DATE

SPKN

28.08.06

CHKD BY

EQPT. NO. DATE

CLIENT:


C940001 R3

0

AVD

28.08.06 ssasassss

SH

OF

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

Mxx x

z

Mzz

JOB NO:


2090-1419 REV

PREPD. BY

CALCULATION NO.

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:

RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap

-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

28.08.06 ssasassss

SH

OF

1 2 3 6 R.C. Design of Pile Cap IPC6 4 1) Pile and Pilecap Data: 2) Design Parameters: 5 Ped. Length = ' l2 ' = Diameter/size of Pile = d = 350 mm 6 Ped. Width = ' b 2 ' = Capacity of Pile : 7 8 Axial Compression, C = Depth of pilecap top = (FGL- TOC) =h= 1080 kN 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 Grade of Concrete = fck = Shear = S = kN 68 11 Thickness of Pile cap = Dt = Grade of Steel = fy = 12 1200 mm 13 Surcharge intensity = s r = Spacing of Piles in Group = nd = 5.7 x ' d' 14 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 15 Bottom Cover d' b = Dist. bet edge of pile & pilecap = E = 250 mm 16 Top Cover d't = 17 Length of Pile Cap = L = 6.85 m 18 Side Cover d' s = Breadth of Pile Cap = B = 2.85 m 19 3) Check for Punching Shear : 20 a. For individual pile : 21 22 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 23 Tv = C/(Dt eff *Perimeter) = 0.628 N/mm2 24 Tc > Tv Safe Tc = 1.479 N/mm2 25 b. For pile group : 26 27 perimeter = (l 2+Dteff +b2+Dteff )*2 = 7960 mm 28 Tv=(6C)/(Dteff *perimeter)= 1.095 N/mm2 29 ks calculated = 1.25 > 1 ks = 1 30 2 Tc = Tc > Tv Safe 1.479 N/mm 31 32 33 4) Check For Bending: 34 a) Bottom Steel : 35 36 Bending Moment : 2 37 Muxx={3C(0.5nd-b 2/2)-L*Dt*25((B-b2)/2) *.5}= 1911.72 kN-m 38 2 Muzz={2C(nd-l 2/2)-B*Dt*25((L-l2)/2) *.5 }= 2874.25 kN-m 39 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 240.38 mm 40 41 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 456.95 mm 42 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 43 2 Ast (req) (for Muxx) = 4786.72 mm ( Parallel to Z axis ) 44 2 Ast (req) (for Muzz) = 7344.6 mm ( Parallel to X axis ) 45 2 46 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 9864.00 mm 47 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2 48 49 50

JOB NO:


2090-1419 REV

PREPD. BY

CALCULATION NO.

1000

mm

750

mm

1.2

m

18

kN/m

35

N/mm

2

415

N/mm

2

10

kN/m

75

mm

50

mm

50

mm

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:


-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

3

2

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

i) Parallel to X axis

Required

20

Y@

218

c/c OR

31.414 Nos

Provide Ast(prov) ii) Parallel to Z axis

Required

=

20

6280 mm Y@

20 Nos - Y

122

c/c OR

23.390 Nos

Provide Ast(prov)

=

6908 mm

20

2

22 Nos - Y

20

2

b) Top Steel : 2

Muxx = (3T(0.5nd-0.5b 2)+(Dt*25+gd*h+sr)*L*((B-b2)/2) /2) =

888.86 kN-m 2

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

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

Required

1801.01 kN-m

Ast(req) (for Muxx) =

2160.11 mm2

Ast(req) (for Muzz) =

4434.05 mm2

50% of (0.12/100)*B*Dt =

4932.00 mm2


50% of (0.12/100)*B*Dt =

2


12

Y@

157

2052.00 mm c/c

43.631 Nos


Required

20 Nos - Y

16

Y@

129

c/c

22.064 Nos

Provide Ast(prov)

12

= 2260.8 mm 2

= 4421.1 mm

22 Nos - Y

16

2

5) Check for One Way Shear : a) For Maximum Compressive load a. Shear Section Parallel to X axis shear plane location av =


Shear Force =

2244.9 kN

0.5575 m from pedestal face 0.224 N/mm2

Tcmax =


0.895 N/mm2

Tcmax > Tv

Tv =

0.294 N/mm

2

Vus =

0.0 kN

% Steel = 0.082

Tc =


Asvreq =

0.00 mm 2

Asvmin =

0.00 mm 2

3.70 N/mm2 Safe

Shear reinforcement is not required Provide Y

legged stirrups @

0

JOB NO:


2090-1419 REV

PREPD. BY

c/c

CALCULATION NO.

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:

RIL KG-D6 Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap

-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

SH

OF

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

b. Shear Section Parallel to Z axis shear plane location


av =

Shear Force=

2160.0 kN


0.350 N/mm2


1.399 N/mm2

Tv =

0.680 N/mm2

% Steel = 0.217


Vus=

0.0 kN

Asvreq=

0.00 mm 2

Asvreq=

0.00 mm 2


legged stirrups @

0

c/c

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 Dteff = Dt - d' t -0.5*bar dia. =

1144 mm


Shear Force= 1050.0 kN % Steel = 0.14

(350x3)

Tc =

0.282

N/mm

2

Tv =

0.322

N/mm

2

Vus=

129.9 kN

Asvreq=

62.91

mm

Tcmax > Tv

Safe

2

Asvmin = 631.49 mm 2 Shear reinforcement Provide Y 12

legged stirrups @

6

200

c/c

6) Side Face Reinforcement: Side face reinforcement is provided to control temperature and shrinkage cracks. Width of pilecap prone to shrinkage & temperature cracks =


Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide

Y 12

(Clause 26.5.1.3...IS456)

679

mm

(

215 c/c)

2

2090-1419 REV

2

Y 12

JOB NO:


mm

188.496 c / c

6


600

PREPD. BY

<300 SAFE

CALCULATION NO.

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:


-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

SH

OF

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

Mxx x Mzz z

JOB NO:


2090-1419 REV

CALCULATION NO.

EQPT. NO.

CIC-8002-00

PREPD. BY

DATE

SPKN

28.08.06

CHKD BY

DATE

CLIENT:


C940001 R3

0

AVD

8.08.06 ssasassss

SH

OF

1 2 3 6 R.C. Design of Pile Cap IPC9 4 1) Pile and Pilecap Data: 2) Design Parameters: 5 Ped. Length = ' l2 ' = Diameter/size of Pile = d = 350 mm 6 Ped. Width = ' b 2 ' = Capacity of Pile : 7 8 Axial Compression, C = Depth of pilecap top = (FGL- TOC) =h= 1080 kN 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 Grade of Concrete = fck = Shear = S = kN 68 11 Thickness of Pile cap = Dt = Grade of Steel = fy = 12 1200 mm 13 Surcharge intensity = s r = Spacing of Piles in Group = nd = 5.7 x ' d' 14 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 15 Bottom Cover d' b = Dist. bet edge of pile & pilecap = E = 250 mm 16 Top Cover d't = 17 Length of Pile Cap = L = 4.85 m 18 Side Cover d' s = Breadth of Pile Cap = B = 2.85 m 19 3) Check for Punching Shear : 20 a. For individual pile : 21 22 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 23 Tv = C/(Dt eff *Perimeter) = 0.628 N/mm2 24 Tc > Tv Safe Tc = 1.479 N/mm2 25 b. For pile group : 26 27 perimeter = (l 2+Dteff +b2+Dteff )*2 = 7960 mm 28 Tv=(6C)/(Dteff *perimeter)= 1.095 N/mm2 29 ks calculated = 1.25 > 1 ks = 1 30 2 Tc = Tc > Tv Safe 1.479 N/mm 31 32 33 4) Check For Bending: 34 a) Bottom Steel : 35 36 Bending Moment : 2 37 Muxx={3C(0.5nd-b 2/2)-L*Dt*25((B-b2)/2) *.5}= 1944.79 kN-m 38 2 Muzz={2C(nd-l 2/2)-B*Dt*25((L-l2)/2) *.5 }= 3081.58 kN-m 39 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 288.13 mm 40 41 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 473.14 mm 42 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 43 2 Ast (req) (for Muxx) = 4885.69 mm ( Parallel to Z axis ) 44 2 Ast (req) (for Muzz) = 7890.9 mm ( Parallel to X axis ) 45 2 46 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 6984.00 mm 47 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2 48 49 50

JOB NO:


2090-1419 REV

PREPD. BY

CALCULATION NO.

1000

mm

750

mm

1.2

m

18

kN/m

35

N/mm

2

415

N/mm

2

10

kN/m

75

mm

50

mm

50

mm

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:


-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

3

2

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

i) Parallel to X axis

Required

20

Y@

218

c/c OR

22.242 Nos


Required

=

20

6280 mm Y@

20 Nos - Y

113

c/c OR

25.130 Nos

Provide Ast(prov)

=

6908 mm

20

2

22 Nos - Y

20

2

b) Top Steel : 2

Muxx = (3T(0.5nd-0.5b 2)+(Dt*25+gd*h+sr)*L*((B-b2)/2) /2) =

820.94 kN-m 2

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

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

Required

1375.28 kN-m

Ast(req) (for Muxx) =

1997.07 mm2

Ast(req) (for Muzz) =

3372.68 mm2

50% of (0.12/100)*B*Dt =

3492.00 mm2


50% of (0.12/100)*B*Dt =

2


12

Y@

157

2052.00 mm c/c

30.892 Nos


Required

20 Nos - Y

16

Y@

170

c/c

16.783 Nos

Provide Ast(prov)

12

= 2260.8 mm 2

= 4421.1 mm

22 Nos - Y

16

2

5) Check for One Way Shear : a) For Maximum Compressive load a. Shear Section Parallel to X axis shear plane location av =


Shear Force =

2244.9 kN

0.5575 m from pedestal face 0.263 N/mm2

Tcmax =


1.051 N/mm2

Tcmax > Tv

Tv =

0.415 N/mm

2

Vus =

0.0 kN

% Steel = 0.116

Tc =


Asvreq =

0.00 mm 2

Asvmin =

0.00 mm 2

3.70 N/mm2 Safe


legged stirrups @

0

JOB NO:


2090-1419 REV

PREPD. BY

c/c

CALCULATION NO.

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:

RIL KG-D6 Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap

-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

SH

OF

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

b. Shear Section Parallel to Z axis shear plane location


av =

Shear Force=

2160.0 kN


0.350 N/mm2


1.399 N/mm2

Tv =

0.680 N/mm2

% Steel = 0.217


Vus=

0.0 kN

Asvreq=

0.00 mm 2

Asvreq=

0.00 mm 2


legged stirrups @

0

c/c

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 Dteff = Dt - d' t -0.5*bar dia. =

1144 mm


Shear Force= 1050.0 kN % Steel = 0.14

(350x3)

Tc =

0.282

N/mm

2

Tv =

0.322

N/mm

2

Vus=

129.9 kN

Asvreq=

62.91

mm

Tcmax > Tv

Safe

2

Asvmin = 631.49 mm 2 Shear reinforcement Provide Y 12

legged stirrups @

6

200

c/c

6) Side Face Reinforcement: Side face reinforcement is provided to control temperature and shrinkage cracks. Width of pilecap prone to shrinkage & temperature cracks =


Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide

Y 12

(Clause 26.5.1.3...IS456)

679

mm

(

215 c/c)

2

2090-1419 REV

2

Y 12

JOB NO:


mm

188.496 c / c

6


600

PREPD. BY

<300 SAFE

CALCULATION NO.

EQPT. NO.

CIC-8002-00 DATE

CHKD BY

DATE

CLIENT:


-

PROJECT:

C940001 R3

0

SPKN

28.08.06

AVD

8.08.06 ssasassss

SH

OF

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

Mxx x Mzz z

JOB NO:


2090-1419 REV

CALCULATION NO.

EQPT. NO.

CIC-8002-00

PREPD. BY

DATE

SPKN

28.08.06

CHKD BY

DATE

CLIENT:


C940001 R3

0

AVD

8.08.06 ssasassss

SH

OF

158019361-Pile-Cap-Design.pdf

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