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1 2 1 Introduction : 3 4 This document covers R.C. design of Standard Pile-caps for 1 pile, 2 piles, 3 piles,4 piles, 5 Piles & 6 Piles 5 The R.C. design conforms to IS456-2000. Some Clauses from BS8110 are referred and used wherever 6 IS clauses are not too clear. 7 8 9 2 Reference Documents : 10 11 1) IS 456-2000 : Plain and Reinforced Concrete Code of Practice ( Limit State Method) 12 13 2) SP 16 : Design Aids for Reinforced Concrete to IS 456 14 15 3) IS 1786-1985 : Specification for High Strength Deformed Steel Bars and Wires for Concrete 16 Reinforcement 17 18 19 4) BS8110 : Structural Use of Concrete, Part 1: Code of Practice for design and construction. 20 Part 1: 1997 21 22 3 Design Philosophy : 23 24 Refer sketches furnished at the end of respective calculations for dimensional details of standard pile-caps. 25 For description of symbols refer "Design Parameters" furnished at the start of each calculation. 26 The Standard pile-caps are designed for the full Compression,Tension and Shear capacities of pile. 27 28 29 Following three checks are carried out in design of pile-caps. 30 31 A. Check for Punching Shear: ( For Factored Load) 32 This check is carried out for pile caps having more than 2 piles where 2 way action of pilecap exists. 33 The critical section for punching shear shall be at a distance of Dt eff/2 from the face of 34 Clause 31.6 pedestal (while considering punching of pedestal into pilecap) 35 …….IS456 36 37 Actual Shear stress = Tv =Shear force at that section / (Dteff*Shear perimeter) 38 Actual Shear stress shall not exceed Permissible shear stress ( ks x Tc ) 39 Where Tc = 0.25 x Sqrt( fck) 40 Clause 31.6.3 ks = (0.5 + c) but not greater than 1 41 …….IS456 c = ratio of short side to long side of the pedestal. 42 43 44 If Tv < ks x Tc…. No shear reinforcement is required for punching shear.. 45 The pilecap depth is to be adjusted such that Tv is always less than ksTc. 46 47 B. Check for Bending: ( For Factored Load) 48 49 The critical section for bending shall be at the face of Pedestal. Bending moment 50 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 CLIENT:
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PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
EQPT. NO.
CIC-8002-00
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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. Check for Bending:…continued Clause 26.3.3
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. 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.)
Table 15 ..IS456 Clause26.5.1.1 ....IS456
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)
Clause26.5.2.1 ....IS456
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 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 Dt eff 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 Width)
Table 19…IS456
The enhancement of shear strength shall be taken into in the design of sections near 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 " 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. = 500 mm Width of pilecap prone to shrinkage & temperature cracks assumed JOB NO
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Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
Clause 3.11.4.4 … BS8110 Clause 3.11.4.4 … BS8110
Clause 3.12.5.4 BS8110
CALCULATION NUMBER
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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 = 5.71428 x ' d' = 2 m = = 250 mm 1.0 m = 1.0 m =
Assumed Pedestal Length = ' l2 ' = 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 = sr = 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
mm mm m kN/m3 N/mm2 N/mm2 kN/m2
75 50 50
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 = ### mm2 2 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 Ast provided = 2412.75 mm2
@
6
Nos. top & bottom both ways
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
Aker Kvaerner Powergas
2090/1419 REV
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Design Calculation for
Warehouse no 1 & 2 pilecap
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 13 Provide Horizontal Ties to prevent Bursting due to high principal Tension 14 Provide 4 Nos - T 10 227 c/c 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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Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
3 2 1 0
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2
R.C. Design of Pile Cap IPC2
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
= ### 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 ' = 1000 mm Assumed Pedestal Width = ' b2 ' = 750 mm Depth of pilecap top = h=(FGL- TOC ) = 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 = sr = 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
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 : Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)2 *.5 } = ### kN-m (Soil Wt. & Surchrage pressure Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = ignored for Conservative results) ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm ### Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2)} = #NAME? mm2 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = 1830.00 mm2 a. Parallel to Z axis Required 20 T@ ### c/c OR ### Nos Provided 8 Nos - T 20 Ast(prov) = 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 a. Parallel to Z axis Required 16 T@ 219 c/c 4.557 Nos Provided 8 Nos - T 16 Ast(prov) = 1607.7 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= 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 = #NAME? N/mm2 Tcmax= 3.70 N/mm2 #NAME? JOB NO
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C940001 R3
3 2 1 0
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1 Vus= ### kN 2 Asvreq= ### mm2 3 Asvmin required= 221.58 mm2 4 Shear reinforcement Provided T 12 ### legged stirrups @ 200 c/c 5 Ast(prov) = ### mm2 6 7 8 b) For Maximum Tensile load 9 The critical section for Shear (Parallel to X axis) is at the face of pedestal 10 Shear Force= 603.5 kN % Steel = 0.18 11 Tc = 0.318 N/mm2 12 Tv = 0.660 N/mm2 Tcmax > Tv Safe 13 Vus= 312.90 kN 14 Asvreq= 189.43 mm2 15 Asvmin provided = 221.58 mm2 #NAME? 16 Provide T 12 2 legged stirrups @ 200 c/c 17 18 Ast(prov) = 226.08 mm2 19 6) Side Face Reinforcement: 20 Side face reinforcement is provided to control temperature and shrinkage cracks. 21 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 22 23 a. Parallel to X axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 24 b. Parallel to Z axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 25 26 Astprovi. on E/F= 565.488 mm2 <300 27 Provide Horizontal Ties to prevent Bursting due to high principal Tension 28 Provide 5 Nos - T 12 216 c/c 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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c/c c/c SAFE
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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 = ### 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)= ### ks calculated = 1.250 Tc = 1.479 4) Check For Bending : a) Bottom Steel : Bending Moment : X1 = 0.577nd-l2/2 = 0.654 X2 = 0.288nd-l2/2 = 0.078 Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2)2*.5 }= Mxxmax=1.5{C*X1-Dt*(d+0.4)*25*(X1+d/2+0.2)^2/2 } = 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)) = 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 = ' l2 ' = Assumed Pedestal Width = ' b2 ' = Depth of pilecap top = (FGL- TOC) = h = 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 kN/m3 N/mm2 N/mm2 kN/m2 mm mm mm
mm N/mm2 > 1 ks = 1 N/mm2 #NAME?
m (Dist of pile from Pedestal face in -ve Z dir) m (Dist of pile from Pedestal face in +ve Z dir) ### kN-m beff= 850 mm ### kN-m beff= ### mm ### mm ### mm 912.50 mm
###
Ast (req) (for Mzz) = ### mm2 ( Parallel to X axis ) Ast (req) (for Mxx) = ### mm2 ( Parallel to Z axis ) Ast (min) (for Mzz) = 1551.3 mm2 Ast (min) (for Mxx) = ### 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 ### 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 ### Nos - T 25 Provide 7 Nos - T 25 Ast(prov) = 3434.4 mm2
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Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
JOB NO 2090/1419
CALCULATION NUMBER
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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 @ 220.342 mm c/c Provide 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 ) = ### 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) = ### 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 ### 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 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 ### 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 @ 220.342 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 = ### kN av = 0.3313 m from pedestal face % Steel = 0.443 Tc = 0.478 N/mm2 Tcmax = 3.70 N/mm2 2 Enhanced Shear stress =2*Dteff * Tc /av = 2.631 N/mm #NAME? Tv = ### N/mm2 #NAME? Vus = ### kN Asvreq = ### mm2 Asvmin = 144.02 mm2 #NAME? Provide T 10 ### legged stirrups @ 200 c/c ii) Shear Section Parallel to X axis shear plane location 0.956 m from centre , Shear Force(1)= ### kN av = 0.4563 m from pedestal face Shear Force(2)= 0.00 kN % Steel = #NAME? Tc = ### N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = ### N/mm2 Tv = ### N/mm2 #NAME? Vus= ### kN Asvreq= ### mm2 Asvreq= 144.02 mm2 #NAME? Provide T 10 ### legged stirrups @ 200 c/c
JOB NO 2090/1419
Aker Kvaerner Powergas CLIENT:
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KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
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1 2 b) For Maximum Tensile load Beff. Rev.= 850 mm 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 = #NAME? Tc = ### N/mm2 7 Tv = ### N/mm2 #NAME? 8 Vus= ### kN 9 10 Asvreq= ### mm2 11 Asvmin = 144.02 mm2 12 #NAME? 13 Reqiured T 12 ### legged stirrups @ 200 c/c 14 Provided T 12 2 legged stirrups @ 200 c/c 15 ii). Shear Section Parallel to X axis 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 19 Note-Refer in attached Figure Pedestal resting Partialy on along X direction Beam therefore 20 ignore Shear Force 2 21 % Steel = #NAME? Tc = ### N/mm2 22 Tv = ### N/mm2 #NAME? 23 Vus= ### kN 24 Asvreq= ### mm2 25 Asvmin = 144.02 mm2 26 27 28 ` 29 #NAME? 30 Required T 12 ### legged stirrups @ 200 c/c 31 Provided T 12 ### legged stirrups @ 200 c/c 32 33 34 6) Side Face Reinforcement: 35 Side face reinforcement is provided to control temperature and shrinkage cracks. 36 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 37 38 Ast on E/F =0.1% of ( beff x Overall depth)= 500 mm2 39 Required T 12 226.2 c / c 40 Provide 5 T 12 ( 218.75 c/c) 41 2 Ast provided on E/F= 565 mm <300 SAFE 42 43 44 45 46 47 48 49 50
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Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
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Aker Kvaerner Powergas CLIENT:
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KG-D6
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Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
JOB NO 2090/1419
CALCULATION NUMBER
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Nominal
N/mm2 N/mm2
QPT. NO.
.
.
QPT. NO.
.
QPT. NO.
.
QPT. NO.
.
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
4
R.C. Design of Pile Cap IPC4
1) Pile and Pilecap Data: 2) Design Parameters: Assumed Pedestal Length = ' l2 ' = Diameter/size of Pile = d = 350 mm Assumed Pedestal Width = ' b 2 ' = Capacity of Pile : Axial Compression = C = ### 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 = sr = 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) = ### N/mm2 Tc = 1.479 N/mm2 #NAME? b. For pile group : perimetre = (l2+Dteff+b2+Dteff)*2 = 7160.00 mm Tv=1.5(4C)/(Dteff*perimeter)= #NAME? N/mm2 ks calculated = 1.25 > 1 ks = 1 Tc = 1.479 N/mm2 #NAME?
4) Check For Bending: a) Bottom Steel : Bending Moment : Mzzmax=1.5{2C(.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= ### kN-m Mxxmax=1.5{2C(.5nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= ### kN-m Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*L)) = ### mm Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*B)) = ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm Ast (req) (for Mzz) = ### mm2 Ast (req) (for Mxx) = ### mm2 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
Ast(prov) ii) Parallel toZ axis
Required
=
20
Ast(prov)
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
T@
mm mm m kN/m3 N/mm2 N/mm2 kN/m2
75 mm 50 mm 50 mm
### ( Parallel to X axis ) ( Parallel to Z axis )
c/c OR Provide
### Nos 20 Nos - T 20
c/c OR Provide
### Nos 20 Nos - T 20
6280 mm2 T@
=
###
1000 750 1.2 18 35 415 10
###
6280 mm2
JOB NO 2090/1419
CALCULATION NUMBER
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
b) Top Steel : 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 ) = 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
=
4019.2
16
Ast(prov)
T@ =
5) Check for One Way Shear : a) For Maximum Compressive load a. Shear Section Parallel to Z axis shear plane location 0.833 av = 0.458 % Steel = 0.241 Tc = Enhanced Shear stress =2*Dteff * Tc /av = Tv = #NAME? Vus = Asvreq = Asvmin = Provide T
4019.2
552.74 439.96 1686.92 1340.59 1710.00 1710.00 c/c Provide
kN-m kN-m mm2 mm2 mm2 mm2 8.509 Nos 20 Nos - T 16
c/c Provide
8.509 Nos 20 Nos - T 16
mm2 335 mm2
m from centre , Shear Force = m from pedestal face 0.366 N/mm2 Tcmax = 1.464 N/mm2 #NAME? N/mm2 #NAME? kN #NAME? mm2 #NAME? mm2 #NAME? #NAME? legged stirrups @
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 = #NAME? N/mm2
### kN 3.70 N/mm2 #NAME?
Shear Force=
c/c
### kN
#NAME? Vus= #NAME? kN Asvreq= #NAME? mm2 Asvreq= #NAME? mm2
Provide T
#NAME?
#NAME? legged stirrups @
JOB NO
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
2090/1419 REV
3 2 1 0
c/c
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 face 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 9 Tv = 0.274 N/mm2 Tcmax > Tv Safe 10 Vus= 0.0 kN 11 Asvreq= 0.00 mm2 12 Asvmin = 0.00 mm2 13 Shear reinforcement is not required 14 Provide T 0 0 legged stirrups @ 0 c/c 15 16 17 6) Side Face Reinforcement: 18 Side face reinforcement is provided to control temperature and shrinkage cracks. 19 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 20 21 Ast on E/F = 0.1% of ( beff x Overall depth) = 500 mm2 (Clause 26.5.1.3...IS456) 22 Required T 12 226.2 c / c 23 Provide 5 T 12 ( 218.75 c/c) 24 Ast provided on E/F= 565 mm2 <300 SAFE 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
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
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
N/mm2 N/mm2
PT. NO.
.
PT. NO.
.
sion Face)
PT. NO.
.
1 2 3 5 Design Of Pile Cap IPC5 4 1) Pile and Pilecap Data: 2) Design Parameters: 5 Ped. Length = ' b2 ' = Diameter/size of Pile = d = 350 mm 6 7 Ped. Width = ' l2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) = h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1000 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles along z dir, s1 = 2.8 m 14 15 Spacing of Piles along x dir, s2 = 2.8 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap 'E' = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 3.650 m 19 Side Cover d's = Breadth of Pile Cap = B = 3.650 m 20 21 22 23 3) Check for Punching Shear : 24 a. For individual pile : 25 26 perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm 27 Tv = C/(Dteff*Perimeter) = 0.837 N/mm2 28 Tc = 1.479 N/mm2 Tc > Tv Safe 29 30 b. For pile group : 31 perimetre = (l2+Dteff+b2+Dteff)*2 = 7160 mm 32 Tv=(4C-L*B*Dt*25)/(Dt *perimeter)= N/mm2 0.913 eff 33 34 ks calculated = 1.25 > 1 ks = 1 35 Tc = 1.479 N/mm2 36 Tc > Tv Safe 37 38 39 40 4) Check For Bending: 41 42 a) Bottom Steel : 43 Bending Moment : 44 Muzz ={2C(0.5*s2-l2/2)-L*Dt*25((B-l2)/2)2*.5}= 1863.90 kN-m 45 46 Muxx={2C(.5*s1-b2/2)-B*Dt*25((L-b2)/2)2*.5 }= 2118.07 kN-m 47 Dteff(req) (for Muzz) = Sqrt(Mzz/(0.138*fck*L)) = 325.16 mm 48 Dteff(req) (for Muxx) = Sqrt(Mxx/(0.138*fck*B)) = 346.62 mm 49 50 Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm Safe 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
Aker Kvaerner Powergas
JOB NO: 2090-1419
REV CLIENT: PROJECT: SUBJECT:
RIL KG-D6 Design calculations for Warehouse no 1 & 2 pilecap
C940001 R3
1 2 3 4 5 6 7
0
750
mm
1000
mm
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
AVD
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
EQPT. NO. DATE
28.08.06
ssasassss
SH
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 5 Ast(prov) = 6908 mm2 6 7 Required 20 Y@ 175 c/c OR 20.916 Nos 8 ii) Parallel to X axis 9 Provide 22 Nos - Y 20 10 Ast(prov) = 6908 mm2 11 12 13 b) Top Steel : 14 Muxx = (2T(0.5s2-0.5l2)+(Dt*25+gd*h+sr)*L*((B-l2)/2)2/2) = 811.35 kN-m 15 Muzz = (2T (0.5s1-0.5b2)+(Dt*25+gd*h+sr)*B*((L-b2)/2)2/2 ) = 934.68 kN-m 16 Ast(req) (for Muzz) = 2478.99 mm2 17 18 Ast(req) (for Muxx) = 2859.71 mm2 19 Ast(min) (for Muxx) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 20 21 Ast(min) (for Muzz) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 22 i) Parallel to Z axis Required 12 Y@ 166 c/c 21.930 Nos 23 Provide 24 Nos - Y 12 24 2 25 Ast(prov) = 2712.96 mm 26 27 ii) Parallel to X axis Required 12 Y@ 144 c/c 25.298 Nos 28 29 Provide 24 Nos - Y 12 30 Ast(prov) = 2712.96 mm2 31 32 33 5) Check for One Way Shear : 34 a) For Maximum Compressive load 35 a. Shear Section Parallel to Z axis 36 37 shear plane location 0.958 m from centre , Shear Force = 2160.0 kN 38 av = 0.4575 m from pedestal face 39 % Steel = 0.207 Tc = 0.342 N/mm2 Tcmax = 3.70 N/mm2 40 41 Enhanced Shear stress =2*Dteff * Tc /av = 1.368 N/mm2 Tcmax > Tv Safe 42 Tv = 0.647 N/mm2 43 44 45 As Tc enhanced > Tv , Vus = 0.0 kN 46 Asvreq = 0.00 mm2 47 Asvmin = 0.00 mm2 48 49 Shear reinforcement is not required 50 Provide Y
0
legged stirrups @
JOB NO: 2090-1419
Aker Kvaerner Powergas REV
c/c
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
0
AVD
28.08.06
ssasassss
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
ssasassss
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
% Steel = 0.207
Tc =
0.342 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.368 N/mm2
Tv =
0.647 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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 700.0
(considered only for shear check for Tension Face)
kN
(350x2)
Tc =
0.2192 N/mm2
Tv =
0.2032 N/mm2
Vus=
0.0
kN
Asvreq=
0.00
mm2
Asvmin =
0.00
mm2
Tcmax > Tv
Safe
Shear reinforcement is not required Provide Y
0.00
legged stirrups @
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
226.195 c / c
5 Ast provided on E/F=
500 mm2
Y 12 565
218.75 c/c
<300 SAFE
mm2
JOB NO:
Aker Kvaerner Powergas REV
2090-1419
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
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:
Aker Kvaerner Powergas REV
2090-1419
PREPD. BY
CALCULATION NO. CIC-8002-00
DATE
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
-
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
SH
OF
C940001 R3
ssasassss
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 7 Ped. Width = ' b2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) =h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1200 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles in Group = nd = 5.7 x ' d' 14 15 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap = E = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 6.85 m 19 Side Cover d's = Breadth of Pile Cap = B = 2.85 m 20 3) Check for Punching Shear : 21 22 a. For individual pile : 23 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 24 Tv = C/(Dt *Perimeter) = 0.628 N/mm2 eff 25 26 Tc = 1.479 N/mm2 Tc > Tv Safe 27 b. For pile group : 28 perimeter = (l2+Dteff+b2+Dteff)*2 = 7960 mm 29 Tv=(6C)/(Dteff*perimeter)= 30 1.095 N/mm2 31 ks calculated = 1.25 > 1 ks = 1 32 2 Tc = 1.479 N/mm Tc > Tv Safe 33 34 35 4) Check For Bending: 36 a) Bottom Steel : 37 38 Bending Moment : 39 Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1911.72 kN-m 40 Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 2874.25 kN-m 41 42 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 240.38 mm 43 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 456.95 mm 44 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 45 2 46 Ast (req) (for Muxx) = 4786.72 mm ( Parallel to Z axis ) 47 Ast (req) (for Muzz) = 7344.6 mm2 ( Parallel to X axis ) 48 2 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 9864.00 mm 49 50 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
CALCULATION NO.
1 2 3 4 5 6 7 8
mm
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
CIC-8002-00 DATE
CHKD BY
DATE
-
PROJECT:
C940001 R3
mm
750
EQPT. NO.
CLIENT:
RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap
1000
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
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 : Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2)2/2) =
888.86 kN-m
Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) /2 ) = 2
1801.01 kN-m
Ast(req) (for Muxx) =
2160.11 mm2
Ast(req) (for Muzz) =
4434.05 mm2
Ast(min) (for Muxx) =
50% of (0.12/100)*B*Dt =
4932.00 mm2
( Parallel to Z axis )
Ast(min) (for Muzz) =
50% of (0.12/100)*B*Dt =
2052.00 mm
( Parallel to X axis )
i) Parallel to X axis
Required
12
Y@
157
c/c
43.631 Nos
Provide Ast(prov) ii) Parallel to Z axis
Required
= 2260.8 mm
16
Y@
20 Nos - Y
129
= 4421.12 mm
12
2
c/c
22.064 Nos
Provide Ast(prov)
2
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 = % Steel = 0.082
0.9325 m from centre ,
Shear Force =
2244.9 kN
0.5575 m from pedestal face Tc =
0.224 N/mm2
Tcmax =
Enhanced Shear stress =2*Dteff * Tc /av =
0.895 N/mm
2
Tcmax > Tv
Tv =
0.294 N/mm
2
Vus =
0.0 kN
As Tc enhanced > Tv ,
Asvreq =
0.00 mm2
Asvmin =
0.00 mm2
3.70 N/mm2 Safe
Shear reinforcement is not required Provide Y
0
legged stirrups @
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
c/c
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Z axis shear plane location
1.058 m from centre ,
av =
Shear Force=
2160.0 kN
0.5575 m from pedestal face
% Steel = 0.217
Tc =
0.350 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.399 N/mm2
Tv =
0.680 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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
(considered only for shear check for Tension Face)
Shear Force= 1050.0 kN % Steel = 0.14
(350x3)
Tc =
0.282
N/mm2
Tv =
0.322
N/mm2
Vus=
129.9
kN
Asvreq=
62.91
mm2
Tcmax > Tv
Safe
Asvmin = 631.49 mm2 Shear reinforcement Provide Y 12
6
legged stirrups @
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 =
500 mm from each face
Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide
Y 12
Y 12 679
mm
(
2090-1419 REV
(Clause 26.5.1.3...IS456) 215 c/c) <300 SAFE
2
JOB NO:
Aker Kvaerner Powergas
mm2
188.496 c / c
6
Ast provided on E/F=
600
PREPD. BY
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Mzz z
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
CALCULATION NO.
EQPT. NO.
CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
DATE
CLIENT:
RIL KG-D6 Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap PROJECT:
C940001 R3
0
AVD
28.08.06
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 7 Ped. Width = ' b2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) =h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1200 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles in Group = nd = 5.7 x ' d' 14 15 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap = E = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 4.85 m 19 Side Cover d's = Breadth of Pile Cap = B = 2.85 m 20 3) Check for Punching Shear : 21 22 a. For individual pile : 23 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 24 Tv = C/(Dt *Perimeter) = 0.628 N/mm2 eff 25 26 Tc = 1.479 N/mm2 Tc > Tv Safe 27 b. For pile group : 28 perimeter = (l2+Dteff+b2+Dteff)*2 = 7960 mm 29 Tv=(6C)/(Dteff*perimeter)= 30 1.095 N/mm2 31 ks calculated = 1.25 > 1 ks = 1 32 2 Tc = 1.479 N/mm Tc > Tv Safe 33 34 35 4) Check For Bending: 36 a) Bottom Steel : 37 38 Bending Moment : 39 Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1944.79 kN-m 40 Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 3081.58 kN-m 41 42 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 288.13 mm 43 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 473.14 mm 44 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 45 2 46 Ast (req) (for Muxx) = 4885.69 mm ( Parallel to Z axis ) 47 Ast (req) (for Muzz) = 7890.9 mm2 ( Parallel to X axis ) 48 2 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 6984.00 mm 49 50 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
CALCULATION NO.
1 2 3 4 5 6 7 8
mm
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
CIC-8002-00 DATE
CHKD BY
DATE
-
PROJECT:
C940001 R3
mm
750
EQPT. NO.
CLIENT:
RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap
1000
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
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
Provide Ast(prov) ii) Parallel to Z axis
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 : Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2)2/2) =
820.94 kN-m
Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) /2 ) = 2
1375.28 kN-m
Ast(req) (for Muxx) =
1997.07 mm2
Ast(req) (for Muzz) =
3372.68 mm2
Ast(min) (for Muxx) =
50% of (0.12/100)*B*Dt =
3492.00 mm2
( Parallel to Z axis )
Ast(min) (for Muzz) =
50% of (0.12/100)*B*Dt =
2052.00 mm
( Parallel to X axis )
i) Parallel to X axis
Required
12
Y@
157
c/c
30.892 Nos
Provide Ast(prov) ii) Parallel to Z axis
Required
= 2260.8 mm
16
Y@
20 Nos - Y
170
= 4421.12 mm
12
2
c/c
16.783 Nos
Provide Ast(prov)
2
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 = % Steel = 0.116
0.9325 m from centre ,
Shear Force =
2244.9 kN
0.5575 m from pedestal face Tc =
0.263 N/mm2
Tcmax =
Enhanced Shear stress =2*Dteff * Tc /av =
1.051 N/mm
2
Tcmax > Tv
Tv =
0.415 N/mm
2
Vus =
0.0 kN
As Tc enhanced > Tv ,
Asvreq =
0.00 mm2
Asvmin =
0.00 mm2
3.70 N/mm2 Safe
Shear reinforcement is not required Provide Y
0
legged stirrups @
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
c/c
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Z axis shear plane location
1.058 m from centre ,
av =
Shear Force=
2160.0 kN
0.5575 m from pedestal face
% Steel = 0.217
Tc =
0.350 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.399 N/mm2
Tv =
0.680 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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
(considered only for shear check for Tension Face)
Shear Force= 1050.0 kN % Steel = 0.14
(350x3)
Tc =
0.282
N/mm2
Tv =
0.322
N/mm2
Vus=
129.9
kN
Asvreq=
62.91
mm2
Tcmax > Tv
Safe
Asvmin = 631.49 mm2 Shear reinforcement Provide Y 12
6
legged stirrups @
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 =
500 mm from each face
Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide
Y 12
Y 12 679
mm
(
2090-1419 REV
(Clause 26.5.1.3...IS456) 215 c/c) <300 SAFE
2
JOB NO:
Aker Kvaerner Powergas
mm2
188.496 c / c
6
Ast provided on E/F=
600
PREPD. BY
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Mzz z
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
CALCULATION NO.
EQPT. NO.
CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
DATE
CLIENT:
RIL KG-D6 Design calculations for SUBJECT: 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
9
R.C. Design of Pile Cap 50PC2
1) Pile and Pilecap Data: Diameter 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: =
500
mm
= = = = = = = = =
### 200 35.1 800 3 1.5 150 2.30 0.80
kN kN kN mm x ' d' m mm m 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 =
450 450 1.5 18 25 415 10 100 75 50
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 : Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)2 *.5 } = ### kN-m (Soil Wt. & Surchrage pressure Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = ignored for Conservative results) ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 687.50 mm ### Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff 2)} = #NAME? mm2 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = 1100.00 mm2 a. Parallel to Z axis Required 25 T@ ### c/c OR ### Nos Provide 6 Nos - T 25 Ast(prov) = 2944 b) Top Steel : Mxxmax = 1.5*(T (0.5nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2)2/2 ) = 186.76 kN-m Ast (req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff 2)}= 770.70 mm2 Ast (min) (for Mxx) = 50% of (0.2/100)*B*Dteff = 550.00 mm2 a. Parallel to Z axis Req 16 T@ 209 c/c 3.835 Nos Provide 6 Nos - T 16 Ast(prov) = 1206 5) Check for One Way Shear : a) For Maximum Compressive load Shear Section Parallel to X axis Shear plane location 0.569 m from pedestal centre , Shear Force= av = 0.34375 m from pedestal face % Steel = 0.535 Tc = 0.503 N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = 2.010 N/mm2 2 Tv = #NAME? N/mm Tcmax= 3.10 N/mm2 #NAME? JOB NO
Kvaerner Powergas Indian Oil Corporation Ltd, Haldia
PROJECT:
MSQ Upgradation
Design Calculation for Standard Pilecap 50PC2
SUBJECT:
C940001 R1
3 2 1 0
#NAME?
CALCULATION NUMBER
10118 REV
CLIENT:
### kN
PREPD. BY
RBS
EQPT. NO.
10118-PEIN02-000-6102-A011 DATE
11/ 03/04
CHKD BY
.VDB
DATE
19/ 03/04 SH.
.
OF .
1 Vus= ### kN 2 Asvreq= ### mm2 3 Asvmin required= 155.10 mm2 4 Shear reinforcement Provide T 10 ### legged stirrups @ 175 c/c 5 Ast(prov) = 157 mm2 6 7 8 b) For Maximum Tensile load 9 The critical section for Shear (Parallel to X axis) is at the face of pedestal 10 Shear Force= 363.3 kN % Steel = 0.22 11 Tc = 0.344 N/mm2 12 Tv = 0.660 N/mm2 Tcmax > Tv Safe 13 Vus= 173.85 kN 14 Asvreq= 122.56 mm2 15 Asvmin provided = 155.10 mm2 #NAME? 16 Provide T 10 2 legged stirrups @ 175 c/c 17 18 Ast(prov) = 157 mm2 19 6) Side Face Reinforcement: 20 Side face reinforcement is provided to control temperature and shrinkage cracks. 21 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 22 23 a. Parallel to X axis Ast on E/F = 343.75 mm2 Provide 5 Nos - Y 12 164.875 24 b. Parallel to Z axis Ast on E/F = 275 mm2 Provide 5 Nos - Y 12 164.875 25 26 Astprovi. 565.488 mm2 <300 27 Provide Horizontal Ties to prevent Bursting due to high principal Tension 28 Provide 5 Nos - T 12 150 c/c 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
JOB NO
Kvaerner Powergas
10118 REV
CLIENT:
Indian Oil Corporation Ltd, Haldia
PROJECT:
MSQ Upgradation
SUBJECT:
Design Calculation for Standard Pilecap 50PC2 C940001 R1
CALCULATION NUMBER
3 2 1 0
PREPD. BY
RBS
OK
OK
c/c c/c SAFE
EQPT. NO.
10118-PEIN02-000-6102-A011 DATE
11/ 03/04
CHKD BY
.VDB
DATE
19/ 03/04 SH .
.
OF
mm mm m kN/m3 N/mm2 N/mm2 kN/m2 mm mm mm
mm2
mm2
EQPT. NO.
.
OF .
QPT. NO.
.
OF
.
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
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
.
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. Check for Bending:…continued Clause 26.3.3
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. 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.)
Table 15 ..IS456 Clause26.5.1.1 ....IS456
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)
Clause26.5.2.1 ....IS456
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 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 Dt eff 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 Width)
Table 19…IS456
The enhancement of shear strength shall be taken into in the design of sections near 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 " 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. = 500 mm Width of pilecap prone to shrinkage & temperature cracks assumed JOB NO
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
Clause 3.11.4.4 … BS8110 Clause 3.11.4.4 … BS8110
Clause 3.12.5.4 BS8110
CALCULATION NUMBER
2090/1419
EQPT. NO.
CIC-8002-00
REV
PREPD. BY
DATE
CHKD BY
DATE
3 2 1 0
SPKN
28/08/06
AVD
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
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 = 5.71428 x ' d' = 2 m = = 250 mm 1.0 m = 1.0 m =
Assumed Pedestal Length = ' l2 ' = 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 = sr = 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
mm mm m kN/m3 N/mm2 N/mm2 kN/m2
75 50 50
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 = ### mm2 2 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 Ast provided = 2412.75 mm2
@
6
Nos. top & bottom both ways
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
Aker Kvaerner Powergas
2090/1419 REV
CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for
Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
3 2 1 0
PREPD. BY
SPKN
EQPT. NO.
CIC-8002-00 DATE
28/08/06
CHKD BY
AVD
DATE
28/08/06 SH
-
OF
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 13 Provide Horizontal Ties to prevent Bursting due to high principal Tension 14 Provide 4 Nos - T 10 227 c/c 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
Aker Kvaerner Powergas
2090/1419 REV
CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
3 2 1 0
PREPD. BY
SPKN
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
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
2
R.C. Design of Pile Cap IPC2
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
= ### 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 ' = 1000 mm Assumed Pedestal Width = ' b2 ' = 750 mm Depth of pilecap top = h=(FGL- TOC ) = 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 = sr = 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
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 : Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)2 *.5 } = ### kN-m (Soil Wt. & Surchrage pressure Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = ignored for Conservative results) ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm ### Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2)} = #NAME? mm2 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = 1830.00 mm2 a. Parallel to Z axis Required 20 T@ ### c/c OR ### Nos Provided 8 Nos - T 20 Ast(prov) = 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 a. Parallel to Z axis Required 16 T@ 219 c/c 4.557 Nos Provided 8 Nos - T 16 Ast(prov) = 1607.7 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= 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 = #NAME? N/mm2 Tcmax= 3.70 N/mm2 #NAME? JOB NO
Aker Kvaerner Powergas PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
3 2 1 0
#NAME?
CALCULATION NUMBER
2090/1419 REV
RIL
CLIENT:
### kN
PREPD. BY
SPKN
EQPT. NO.
CIC-8002-00 DATE
28/08/06
CHKD BY
AVD
DATE
28/08/06 SH.
.
OF .
1 Vus= ### kN 2 Asvreq= ### mm2 3 Asvmin required= 221.58 mm2 4 Shear reinforcement Provided T 12 ### legged stirrups @ 200 c/c 5 Ast(prov) = ### mm2 6 7 8 b) For Maximum Tensile load 9 The critical section for Shear (Parallel to X axis) is at the face of pedestal 10 Shear Force= 603.5 kN % Steel = 0.18 11 Tc = 0.318 N/mm2 12 Tv = 0.660 N/mm2 Tcmax > Tv Safe 13 Vus= 312.90 kN 14 Asvreq= 189.43 mm2 15 Asvmin provided = 221.58 mm2 #NAME? 16 Provide T 12 2 legged stirrups @ 200 c/c 17 18 Ast(prov) = 226.08 mm2 19 6) Side Face Reinforcement: 20 Side face reinforcement is provided to control temperature and shrinkage cracks. 21 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 22 23 a. Parallel to X axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 24 b. Parallel to Z axis Ast on E/F = 457.5 mm2 Provide 5 Nos - T 12 215.5 25 26 Astprovi. on E/F= 565.488 mm2 <300 27 Provide Horizontal Ties to prevent Bursting due to high principal Tension 28 Provide 5 Nos - T 12 216 c/c 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
JOB NO
Aker Kvaerner Powergas
2090/1419 REV
CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
3 2 1 0
PREPD. BY
SPKN
###
OK
c/c c/c SAFE
EQPT. NO.
CIC-8002-00 DATE
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
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 = ### 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)= ### ks calculated = 1.250 Tc = 1.479 4) Check For Bending : a) Bottom Steel : Bending Moment : X1 = 0.577nd-l2/2 = 0.654 X2 = 0.288nd-l2/2 = 0.078 Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2)2*.5 }= Mxxmax=1.5{C*X1-Dt*(d+0.4)*25*(X1+d/2+0.2)^2/2 } = 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)) = 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 = ' l2 ' = Assumed Pedestal Width = ' b2 ' = Depth of pilecap top = (FGL- TOC) = h = 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 kN/m3 N/mm2 N/mm2 kN/m2 mm mm mm
mm N/mm2 > 1 ks = 1 N/mm2 #NAME?
m (Dist of pile from Pedestal face in -ve Z dir) m (Dist of pile from Pedestal face in +ve Z dir) ### kN-m beff= 850 mm ### kN-m beff= ### mm ### mm ### mm 912.50 mm
###
Ast (req) (for Mzz) = ### mm2 ( Parallel to X axis ) Ast (req) (for Mxx) = ### mm2 ( Parallel to Z axis ) Ast (min) (for Mzz) = 1551.3 mm2 Ast (min) (for Mxx) = ### 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 ### 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 ### Nos - T 25 Provide 7 Nos - T 25 Ast(prov) = 3434.4 mm2
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
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
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 @ 220.342 mm c/c Provide 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 ) = ### 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) = ### 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 ### 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 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 ### 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 @ 220.342 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 = ### kN av = 0.3313 m from pedestal face % Steel = 0.443 Tc = 0.478 N/mm2 Tcmax = 3.70 N/mm2 2 Enhanced Shear stress =2*Dteff * Tc /av = 2.631 N/mm #NAME? Tv = ### N/mm2 #NAME? Vus = ### kN Asvreq = ### mm2 Asvmin = 144.02 mm2 #NAME? Provide T 10 ### legged stirrups @ 200 c/c ii) Shear Section Parallel to X axis shear plane location 0.956 m from centre , Shear Force(1)= ### kN av = 0.4563 m from pedestal face Shear Force(2)= 0.00 kN % Steel = #NAME? Tc = ### N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = ### N/mm2 Tv = ### N/mm2 #NAME? Vus= ### kN Asvreq= ### mm2 Asvreq= 144.02 mm2 #NAME? Provide T 10 ### legged stirrups @ 200 c/c
JOB NO 2090/1419
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
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
.
OF
C940001 R3
1 2 b) For Maximum Tensile load Beff. Rev.= 850 mm 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 = #NAME? Tc = ### N/mm2 7 Tv = ### N/mm2 #NAME? 8 Vus= ### kN 9 10 Asvreq= ### mm2 11 Asvmin = 144.02 mm2 12 #NAME? 13 Reqiured T 12 ### legged stirrups @ 200 c/c 14 Provided T 12 2 legged stirrups @ 200 c/c 15 ii). Shear Section Parallel to X axis 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 19 Note-Refer in attached Figure Pedestal resting Partialy on along X direction Beam therefore 20 ignore Shear Force 2 21 % Steel = #NAME? Tc = ### N/mm2 22 Tv = ### N/mm2 #NAME? 23 Vus= ### kN 24 Asvreq= ### mm2 25 Asvmin = 144.02 mm2 26 27 28 ` 29 #NAME? 30 Required T 12 ### legged stirrups @ 200 c/c 31 Provided T 12 ### legged stirrups @ 200 c/c 32 33 34 6) Side Face Reinforcement: 35 Side face reinforcement is provided to control temperature and shrinkage cracks. 36 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 37 38 Ast on E/F =0.1% of ( beff x Overall depth)= 500 mm2 39 Required T 12 226.2 c / c 40 Provide 5 T 12 ( 218.75 c/c) 41 2 Ast provided on E/F= 565 mm <300 SAFE 42 43 44 45 46 47 48 49 50
JOB NO 2090/1419
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
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
.
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
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
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
C940001 R3
Nominal
N/mm2 N/mm2
QPT. NO.
.
.
QPT. NO.
.
QPT. NO.
.
QPT. NO.
.
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
4
R.C. Design of Pile Cap IPC4
1) Pile and Pilecap Data: 2) Design Parameters: Assumed Pedestal Length = ' l2 ' = Diameter/size of Pile = d = 350 mm Assumed Pedestal Width = ' b 2 ' = Capacity of Pile : Axial Compression = C = ### 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 = sr = 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) = ### N/mm2 Tc = 1.479 N/mm2 #NAME? b. For pile group : perimetre = (l2+Dteff+b2+Dteff)*2 = 7160.00 mm Tv=1.5(4C)/(Dteff*perimeter)= #NAME? N/mm2 ks calculated = 1.25 > 1 ks = 1 Tc = 1.479 N/mm2 #NAME?
4) Check For Bending: a) Bottom Steel : Bending Moment : Mzzmax=1.5{2C(.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= ### kN-m Mxxmax=1.5{2C(.5nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= ### kN-m Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*L)) = ### mm Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*B)) = ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm Ast (req) (for Mzz) = ### mm2 Ast (req) (for Mxx) = ### mm2 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
Ast(prov) ii) Parallel toZ axis
Required
=
20
Ast(prov)
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
T@
mm mm m kN/m3 N/mm2 N/mm2 kN/m2
75 mm 50 mm 50 mm
### ( Parallel to X axis ) ( Parallel to Z axis )
c/c OR Provide
### Nos 20 Nos - T 20
c/c OR Provide
### Nos 20 Nos - T 20
6280 mm2 T@
=
###
1000 750 1.2 18 35 415 10
###
6280 mm2
JOB NO 2090/1419
CALCULATION NUMBER
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
b) Top Steel : 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 ) = 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
=
4019.2
16
Ast(prov)
T@ =
5) Check for One Way Shear : a) For Maximum Compressive load a. Shear Section Parallel to Z axis shear plane location 0.833 av = 0.458 % Steel = 0.241 Tc = Enhanced Shear stress =2*Dteff * Tc /av = Tv = #NAME? Vus = Asvreq = Asvmin = Provide T
4019.2
552.74 439.96 1686.92 1340.59 1710.00 1710.00 c/c Provide
kN-m kN-m mm2 mm2 mm2 mm2 8.509 Nos 20 Nos - T 16
c/c Provide
8.509 Nos 20 Nos - T 16
mm2 335 mm2
m from centre , Shear Force = m from pedestal face 0.366 N/mm2 Tcmax = 1.464 N/mm2 #NAME? N/mm2 #NAME? kN #NAME? mm2 #NAME? mm2 #NAME? #NAME? legged stirrups @
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 = #NAME? N/mm2
### kN 3.70 N/mm2 #NAME?
Shear Force=
c/c
### kN
#NAME? Vus= #NAME? kN Asvreq= #NAME? mm2 Asvreq= #NAME? mm2
Provide T
#NAME?
#NAME? legged stirrups @
JOB NO
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
C940001 R3
CALCULATION NUMBER
2090/1419 REV
3 2 1 0
c/c
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 face 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 9 Tv = 0.274 N/mm2 Tcmax > Tv Safe 10 Vus= 0.0 kN 11 Asvreq= 0.00 mm2 12 Asvmin = 0.00 mm2 13 Shear reinforcement is not required 14 Provide T 0 0 legged stirrups @ 0 c/c 15 16 17 6) Side Face Reinforcement: 18 Side face reinforcement is provided to control temperature and shrinkage cracks. 19 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 20 21 Ast on E/F = 0.1% of ( beff x Overall depth) = 500 mm2 (Clause 26.5.1.3...IS456) 22 Required T 12 226.2 c / c 23 Provide 5 T 12 ( 218.75 c/c) 24 Ast provided on E/F= 565 mm2 <300 SAFE 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
Aker Kvaerner Powergas CLIENT:
RIL
PROJECT:
KG-D6
SUBJECT:
Design Calculation for Warehouse no 1 & 2 pilecap
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
N/mm2 N/mm2
PT. NO.
.
PT. NO.
.
sion Face)
PT. NO.
.
1 2 3 5 Design Of Pile Cap IPC5 4 1) Pile and Pilecap Data: 2) Design Parameters: 5 Ped. Length = ' b2 ' = Diameter/size of Pile = d = 350 mm 6 7 Ped. Width = ' l2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) = h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1000 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles along z dir, s1 = 2.8 m 14 15 Spacing of Piles along x dir, s2 = 2.8 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap 'E' = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 3.650 m 19 Side Cover d's = Breadth of Pile Cap = B = 3.650 m 20 21 22 23 3) Check for Punching Shear : 24 a. For individual pile : 25 26 perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm 27 Tv = C/(Dteff*Perimeter) = 0.837 N/mm2 28 Tc = 1.479 N/mm2 Tc > Tv Safe 29 30 b. For pile group : 31 perimetre = (l2+Dteff+b2+Dteff)*2 = 7160 mm 32 Tv=(4C-L*B*Dt*25)/(Dt *perimeter)= N/mm2 0.913 eff 33 34 ks calculated = 1.25 > 1 ks = 1 35 Tc = 1.479 N/mm2 36 Tc > Tv Safe 37 38 39 40 4) Check For Bending: 41 42 a) Bottom Steel : 43 Bending Moment : 44 Muzz ={2C(0.5*s2-l2/2)-L*Dt*25((B-l2)/2)2*.5}= 1863.90 kN-m 45 46 Muxx={2C(.5*s1-b2/2)-B*Dt*25((L-b2)/2)2*.5 }= 2118.07 kN-m 47 Dteff(req) (for Muzz) = Sqrt(Mzz/(0.138*fck*L)) = 325.16 mm 48 Dteff(req) (for Muxx) = Sqrt(Mxx/(0.138*fck*B)) = 346.62 mm 49 50 Dteff(prov) = Dt - d'b -0.5*bar dia. = 915.00 mm Safe 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
Aker Kvaerner Powergas
JOB NO: 2090-1419
REV CLIENT: PROJECT: SUBJECT:
RIL KG-D6 Design calculations for Warehouse no 1 & 2 pilecap
C940001 R3
1 2 3 4 5 6 7
0
750
mm
1000
mm
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
AVD
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
EQPT. NO. DATE
28.08.06
ssasassss
SH
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 5 Ast(prov) = 6908 mm2 6 7 Required 20 Y@ 175 c/c OR 20.916 Nos 8 ii) Parallel to X axis 9 Provide 22 Nos - Y 20 10 Ast(prov) = 6908 mm2 11 12 13 b) Top Steel : 14 Muxx = (2T(0.5s2-0.5l2)+(Dt*25+gd*h+sr)*L*((B-l2)/2)2/2) = 811.35 kN-m 15 Muzz = (2T (0.5s1-0.5b2)+(Dt*25+gd*h+sr)*B*((L-b2)/2)2/2 ) = 934.68 kN-m 16 Ast(req) (for Muzz) = 2478.99 mm2 17 18 Ast(req) (for Muxx) = 2859.71 mm2 19 Ast(min) (for Muxx) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 20 21 Ast(min) (for Muzz) = 50% of (0.12/100)*B*Dt = 2003.85 mm2 22 i) Parallel to Z axis Required 12 Y@ 166 c/c 21.930 Nos 23 Provide 24 Nos - Y 12 24 2 25 Ast(prov) = 2712.96 mm 26 27 ii) Parallel to X axis Required 12 Y@ 144 c/c 25.298 Nos 28 29 Provide 24 Nos - Y 12 30 Ast(prov) = 2712.96 mm2 31 32 33 5) Check for One Way Shear : 34 a) For Maximum Compressive load 35 a. Shear Section Parallel to Z axis 36 37 shear plane location 0.958 m from centre , Shear Force = 2160.0 kN 38 av = 0.4575 m from pedestal face 39 % Steel = 0.207 Tc = 0.342 N/mm2 Tcmax = 3.70 N/mm2 40 41 Enhanced Shear stress =2*Dteff * Tc /av = 1.368 N/mm2 Tcmax > Tv Safe 42 Tv = 0.647 N/mm2 43 44 45 As Tc enhanced > Tv , Vus = 0.0 kN 46 Asvreq = 0.00 mm2 47 Asvmin = 0.00 mm2 48 49 Shear reinforcement is not required 50 Provide Y
0
legged stirrups @
JOB NO: 2090-1419
Aker Kvaerner Powergas REV
c/c
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
0
AVD
28.08.06
ssasassss
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
ssasassss
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
% Steel = 0.207
Tc =
0.342 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.368 N/mm2
Tv =
0.647 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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 700.0
(considered only for shear check for Tension Face)
kN
(350x2)
Tc =
0.2192 N/mm2
Tv =
0.2032 N/mm2
Vus=
0.0
kN
Asvreq=
0.00
mm2
Asvmin =
0.00
mm2
Tcmax > Tv
Safe
Shear reinforcement is not required Provide Y
0.00
legged stirrups @
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
226.195 c / c
5 Ast provided on E/F=
500 mm2
Y 12 565
218.75 c/c
<300 SAFE
mm2
JOB NO:
Aker Kvaerner Powergas REV
2090-1419
CALCULATION NO. CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
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:
Aker Kvaerner Powergas REV
2090-1419
PREPD. BY
CALCULATION NO. CIC-8002-00
DATE
CHKD BY
EQPT. NO. DATE
CLIENT:
RIL PROJECT: KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap C940001 R3
-
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
SH
OF
C940001 R3
ssasassss
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 7 Ped. Width = ' b2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) =h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1200 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles in Group = nd = 5.7 x ' d' 14 15 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap = E = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 6.85 m 19 Side Cover d's = Breadth of Pile Cap = B = 2.85 m 20 3) Check for Punching Shear : 21 22 a. For individual pile : 23 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 24 Tv = C/(Dt *Perimeter) = 0.628 N/mm2 eff 25 26 Tc = 1.479 N/mm2 Tc > Tv Safe 27 b. For pile group : 28 perimeter = (l2+Dteff+b2+Dteff)*2 = 7960 mm 29 Tv=(6C)/(Dteff*perimeter)= 30 1.095 N/mm2 31 ks calculated = 1.25 > 1 ks = 1 32 2 Tc = 1.479 N/mm Tc > Tv Safe 33 34 35 4) Check For Bending: 36 a) Bottom Steel : 37 38 Bending Moment : 39 Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1911.72 kN-m 40 Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 2874.25 kN-m 41 42 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 240.38 mm 43 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 456.95 mm 44 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 45 2 46 Ast (req) (for Muxx) = 4786.72 mm ( Parallel to Z axis ) 47 Ast (req) (for Muzz) = 7344.6 mm2 ( Parallel to X axis ) 48 2 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 9864.00 mm 49 50 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
CALCULATION NO.
1 2 3 4 5 6 7 8
mm
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
CIC-8002-00 DATE
CHKD BY
DATE
-
PROJECT:
C940001 R3
mm
750
EQPT. NO.
CLIENT:
RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap
1000
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
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 : Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2)2/2) =
888.86 kN-m
Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) /2 ) = 2
1801.01 kN-m
Ast(req) (for Muxx) =
2160.11 mm2
Ast(req) (for Muzz) =
4434.05 mm2
Ast(min) (for Muxx) =
50% of (0.12/100)*B*Dt =
4932.00 mm2
( Parallel to Z axis )
Ast(min) (for Muzz) =
50% of (0.12/100)*B*Dt =
2052.00 mm
( Parallel to X axis )
i) Parallel to X axis
Required
12
Y@
157
c/c
43.631 Nos
Provide Ast(prov) ii) Parallel to Z axis
Required
= 2260.8 mm
16
Y@
20 Nos - Y
129
= 4421.12 mm
12
2
c/c
22.064 Nos
Provide Ast(prov)
2
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 = % Steel = 0.082
0.9325 m from centre ,
Shear Force =
2244.9 kN
0.5575 m from pedestal face Tc =
0.224 N/mm2
Tcmax =
Enhanced Shear stress =2*Dteff * Tc /av =
0.895 N/mm
2
Tcmax > Tv
Tv =
0.294 N/mm
2
Vus =
0.0 kN
As Tc enhanced > Tv ,
Asvreq =
0.00 mm2
Asvmin =
0.00 mm2
3.70 N/mm2 Safe
Shear reinforcement is not required Provide Y
0
legged stirrups @
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
c/c
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Z axis shear plane location
1.058 m from centre ,
av =
Shear Force=
2160.0 kN
0.5575 m from pedestal face
% Steel = 0.217
Tc =
0.350 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.399 N/mm2
Tv =
0.680 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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
(considered only for shear check for Tension Face)
Shear Force= 1050.0 kN % Steel = 0.14
(350x3)
Tc =
0.282
N/mm2
Tv =
0.322
N/mm2
Vus=
129.9
kN
Asvreq=
62.91
mm2
Tcmax > Tv
Safe
Asvmin = 631.49 mm2 Shear reinforcement Provide Y 12
6
legged stirrups @
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 =
500 mm from each face
Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide
Y 12
Y 12 679
mm
(
2090-1419 REV
(Clause 26.5.1.3...IS456) 215 c/c) <300 SAFE
2
JOB NO:
Aker Kvaerner Powergas
mm2
188.496 c / c
6
Ast provided on E/F=
600
PREPD. BY
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Mzz z
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
CALCULATION NO.
EQPT. NO.
CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
DATE
CLIENT:
RIL KG-D6 Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap PROJECT:
C940001 R3
0
AVD
28.08.06
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 7 Ped. Width = ' b2 ' = Capacity of Pile : 8 Axial Compression, C = 1080 kN Depth of pilecap top = (FGL- TOC) =h= 9 Density of Soil = gd = Axial Tension, T = 350 kN 10 11 kN Grade of Concrete = fck = Shear = S = 68 12 Thickness of Pile cap = Dt = 1200 mm Grade of Steel = fy = 13 Surcharge intensity = sr = Spacing of Piles in Group = nd = 5.7 x ' d' 14 15 c/c distance between piles = 2 m Clear Cover to Pilecap Reinforcement 16 Bottom Cover d'b = Dist. bet edge of pile & pilecap = E = 250 mm 17 Top Cover d't = 18 Length of Pile Cap = L = 4.85 m 19 Side Cover d's = Breadth of Pile Cap = B = 2.85 m 20 3) Check for Punching Shear : 21 22 a. For individual pile : 23 perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm 24 Tv = C/(Dt *Perimeter) = 0.628 N/mm2 eff 25 26 Tc = 1.479 N/mm2 Tc > Tv Safe 27 b. For pile group : 28 perimeter = (l2+Dteff+b2+Dteff)*2 = 7960 mm 29 Tv=(6C)/(Dteff*perimeter)= 30 1.095 N/mm2 31 ks calculated = 1.25 > 1 ks = 1 32 2 Tc = 1.479 N/mm Tc > Tv Safe 33 34 35 4) Check For Bending: 36 a) Bottom Steel : 37 38 Bending Moment : 39 Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1944.79 kN-m 40 Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 3081.58 kN-m 41 42 Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 288.13 mm 43 Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 473.14 mm 44 Dteff(prov) = Dt - d'b -0.5*bar dia. = 1115.00 mm Safe 45 2 46 Ast (req) (for Muxx) = 4885.69 mm ( Parallel to Z axis ) 47 Ast (req) (for Muzz) = 7890.9 mm2 ( Parallel to X axis ) 48 2 Ast (min) (for Muxx) = (0.12/100)*B*Dt = 6984.00 mm 49 50 Ast (min) (for Muzz) = (0.12/100)*B*Dt = 4104.00 mm2
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
CALCULATION NO.
1 2 3 4 5 6 7 8
mm
1.2
m
18
kN/m3
35
N/mm2
415
N/mm2
10
kN/m2
75
mm
50
mm
50
mm
CIC-8002-00 DATE
CHKD BY
DATE
-
PROJECT:
C940001 R3
mm
750
EQPT. NO.
CLIENT:
RIL KG-D6 SUBJECT: Design calculations for Warehouse no 1 & 2 pilecap
1000
0
SPKN
28.08.06
AVD
28.08.06
ssasassss
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
Provide Ast(prov) ii) Parallel to Z axis
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 : Muxx = (3T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2)2/2) =
820.94 kN-m
Muzz = (2T (nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2) /2 ) = 2
1375.28 kN-m
Ast(req) (for Muxx) =
1997.07 mm2
Ast(req) (for Muzz) =
3372.68 mm2
Ast(min) (for Muxx) =
50% of (0.12/100)*B*Dt =
3492.00 mm2
( Parallel to Z axis )
Ast(min) (for Muzz) =
50% of (0.12/100)*B*Dt =
2052.00 mm
( Parallel to X axis )
i) Parallel to X axis
Required
12
Y@
157
c/c
30.892 Nos
Provide Ast(prov) ii) Parallel to Z axis
Required
= 2260.8 mm
16
Y@
20 Nos - Y
170
= 4421.12 mm
12
2
c/c
16.783 Nos
Provide Ast(prov)
2
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 = % Steel = 0.116
0.9325 m from centre ,
Shear Force =
2244.9 kN
0.5575 m from pedestal face Tc =
0.263 N/mm2
Tcmax =
Enhanced Shear stress =2*Dteff * Tc /av =
1.051 N/mm
2
Tcmax > Tv
Tv =
0.415 N/mm
2
Vus =
0.0 kN
As Tc enhanced > Tv ,
Asvreq =
0.00 mm2
Asvmin =
0.00 mm2
3.70 N/mm2 Safe
Shear reinforcement is not required Provide Y
0
legged stirrups @
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
PREPD. BY
c/c
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Z axis shear plane location
1.058 m from centre ,
av =
Shear Force=
2160.0 kN
0.5575 m from pedestal face
% Steel = 0.217
Tc =
0.350 N/mm2
Enhanced Shear stress =2*Dteff * Tc /av =
1.399 N/mm2
Tv =
0.680 N/mm2
As Tc enhanced > Tv ,
Vus=
0.0 kN
Asvreq=
0.00 mm2
Asvreq=
0.00 mm2
Shear reinforcement is not required Provide Y
0
legged stirrups @
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
(considered only for shear check for Tension Face)
Shear Force= 1050.0 kN % Steel = 0.14
(350x3)
Tc =
0.282
N/mm2
Tv =
0.322
N/mm2
Vus=
129.9
kN
Asvreq=
62.91
mm2
Tcmax > Tv
Safe
Asvmin = 631.49 mm2 Shear reinforcement Provide Y 12
6
legged stirrups @
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 =
500 mm from each face
Ast on E/F = 0.1% of ( beff x Overall depth) = Required Provide
Y 12
Y 12 679
mm
(
2090-1419 REV
(Clause 26.5.1.3...IS456) 215 c/c) <300 SAFE
2
JOB NO:
Aker Kvaerner Powergas
mm2
188.496 c / c
6
Ast provided on E/F=
600
PREPD. BY
CALCULATION NO.
EQPT. NO.
CIC-8002-00 DATE
CHKD BY
DATE
-
CLIENT:
RIL KG-D6 PROJECT: Design calculations for SUBJECT: Warehouse no 1 & 2 pilecap C940001 R3
1 2 3 4 5 6 7
0
SPKN
28.08.06
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 Mzz z
JOB NO:
Aker Kvaerner Powergas
2090-1419 REV
CALCULATION NO.
EQPT. NO.
CIC-8002-00
PREPD. BY
DATE
SPKN
28.08.06
CHKD BY
DATE
CLIENT:
RIL KG-D6 Design calculations for SUBJECT: 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
9
R.C. Design of Pile Cap 50PC2
1) Pile and Pilecap Data: Diameter 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: =
500
mm
= = = = = = = = =
### 200 35.1 800 3 1.5 150 2.30 0.80
kN kN kN mm x ' d' m mm m 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 =
450 450 1.5 18 25 415 10 100 75 50
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 : Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)2 *.5 } = ### kN-m (Soil Wt. & Surchrage pressure Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = ignored for Conservative results) ### mm Dteff(prov) = Dt - d'b -0.5*bar dia. = 687.50 mm ### Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff 2)} = #NAME? mm2 Ast(min) (for Mxx) = (0.2/100)*B*Dteff = 1100.00 mm2 a. Parallel to Z axis Required 25 T@ ### c/c OR ### Nos Provide 6 Nos - T 25 Ast(prov) = 2944 b) Top Steel : Mxxmax = 1.5*(T (0.5nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2)2/2 ) = 186.76 kN-m Ast (req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff 2)}= 770.70 mm2 Ast (min) (for Mxx) = 50% of (0.2/100)*B*Dteff = 550.00 mm2 a. Parallel to Z axis Req 16 T@ 209 c/c 3.835 Nos Provide 6 Nos - T 16 Ast(prov) = 1206 5) Check for One Way Shear : a) For Maximum Compressive load Shear Section Parallel to X axis Shear plane location 0.569 m from pedestal centre , Shear Force= av = 0.34375 m from pedestal face % Steel = 0.535 Tc = 0.503 N/mm2 Enhanced Shear stress =2*Dteff * Tc /av = 2.010 N/mm2 2 Tv = #NAME? N/mm Tcmax= 3.10 N/mm2 #NAME? JOB NO
Kvaerner Powergas Indian Oil Corporation Ltd, Haldia
PROJECT:
MSQ Upgradation
Design Calculation for Standard Pilecap 50PC2
SUBJECT:
C940001 R1
3 2 1 0
#NAME?
CALCULATION NUMBER
10118 REV
CLIENT:
### kN
PREPD. BY
RBS
EQPT. NO.
10118-PEIN02-000-6102-A011 DATE
11/ 03/04
CHKD BY
.VDB
DATE
19/ 03/04 SH.
.
OF .
1 Vus= ### kN 2 Asvreq= ### mm2 3 Asvmin required= 155.10 mm2 4 Shear reinforcement Provide T 10 ### legged stirrups @ 175 c/c 5 Ast(prov) = 157 mm2 6 7 8 b) For Maximum Tensile load 9 The critical section for Shear (Parallel to X axis) is at the face of pedestal 10 Shear Force= 363.3 kN % Steel = 0.22 11 Tc = 0.344 N/mm2 12 Tv = 0.660 N/mm2 Tcmax > Tv Safe 13 Vus= 173.85 kN 14 Asvreq= 122.56 mm2 15 Asvmin provided = 155.10 mm2 #NAME? 16 Provide T 10 2 legged stirrups @ 175 c/c 17 18 Ast(prov) = 157 mm2 19 6) Side Face Reinforcement: 20 Side face reinforcement is provided to control temperature and shrinkage cracks. 21 Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face 22 23 a. Parallel to X axis Ast on E/F = 343.75 mm2 Provide 5 Nos - Y 12 164.875 24 b. Parallel to Z axis Ast on E/F = 275 mm2 Provide 5 Nos - Y 12 164.875 25 26 Astprovi. 565.488 mm2 <300 27 Provide Horizontal Ties to prevent Bursting due to high principal Tension 28 Provide 5 Nos - T 12 150 c/c 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50
JOB NO
Kvaerner Powergas
10118 REV
CLIENT:
Indian Oil Corporation Ltd, Haldia
PROJECT:
MSQ Upgradation
SUBJECT:
Design Calculation for Standard Pilecap 50PC2 C940001 R1
CALCULATION NUMBER
3 2 1 0
PREPD. BY
RBS
OK
OK
c/c c/c SAFE
EQPT. NO.
10118-PEIN02-000-6102-A011 DATE
11/ 03/04
CHKD BY
.VDB
DATE
19/ 03/04 SH .
.
OF
mm mm m kN/m3 N/mm2 N/mm2 kN/m2 mm mm mm
mm2
mm2
EQPT. NO.
.
OF .
QPT. NO.
.
OF
.
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