158019361-Pile-Cap-Design.pdf

1 Introduction :

This document covers R.C. design of Standard Pile-caps for 1 pile, 2 piles, 3 piles,4 piles, 5 Piles & 6 Piles

The R.C. design conforms to IS456-2000. Some Clauses from BS8110 are referred and used wherever

IS clauses are not too clear.

2 Reference Documents :

1) IS 456-2000 : Plain and Reinforced Concrete Code of Practice ( Limit State Method)

2) SP 16 : Design Aids for Reinforced Concrete to IS 456

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

Reinforcement

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

Part 1: 1997

3 Design Philosophy :

Refer sketches furnished at the end of respective calculations for dimensional details of standard pile-caps.

For description of symbols refer "Design Parameters" furnished at the start of each calculation.

The Standard pile-caps are designed for the full Compression,Tension and Shear capacities of pile.

Following three checks are carried out in design of pile-caps.

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

This check is carried out for pile caps having more than 2 piles where 2 way action of pilecap exists.

The critical section for punching shear shall be at a distance of Dteff/2 from the face of

pedestal (while considering punching of pedestal into pilecap)

Actual Shear stress = Tv =Shear force at that section / (Dteff*Shear perimeter)

Actual Shear stress shall not exceed Permissible shear stress ( ks x Tc )

Where Tc = 0.25 x Sqrt( fck)

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

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

If Tv < ks x Tc…. No shear reinforcement is required for punching shear..

The pilecap depth is to be adjusted such that Tv is always less than ksTc.

B. Check for Bending: ( For Factored Load)

The critical section for bending shall be at the face of Pedestal. Bending moment

(Mxx and Mzz) is calculated at the face of pedestal. For calculating the bottom

reinforcement, bending moment due to the full Compression (for Conservative results)

capacity of piles is calculated about the pedestal face in each direction and Bending moment

due to the selfweight of pilecap is deducted from it. (Soil Wt. & Surcharge pressure ignored

while calculating the bending moment for Conservative results.)

Clause 31.6

…….IS456

Clause34.2.

3.2 ..IS456

Clause 31.6.3

…….IS456

RIL

KG-D6

Design Calculation for

Warehouse no 1 & 2 pilecap

2090/1419

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28/08/06 . AVD . 28/08/06

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Aker Kvaerner Powergas

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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

B. Check for Bending:…continued

The calculated bottom reinforcement is compared with Ast min and the greater of them is

provided. The horizontal distance between main bars shall not be more than 180mm.

For calculating the top reinforcement, bending moment due to the full tension capacity of

piles, the selfweight of pilecap, soil weight and Surcharge weight is calculated about the

pedestal face in each direction .

The calculated top reinforcement is compared with 50% of Ast min and the greater of them

is provided. (The minimum steel at Top is meant only for temperature and shrinkage crack

control. For temperature and shrinkage control Astmin is the total minimum reinforcement

for that section and hence only 50% Astmin is considered for top steel.)

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

The critical section for one-way shear shall be at a distance of Dteff from the face of

the pedestal for maximum Compression load condition.

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

Design Shear strength of concrete 'Tc' shall be calculated based on %tension steel. Table 19…IS456

Actual Shear stress =Tv=Shear force at that section / (Dteff*Pilecap Width)

The enhancement of shear strength shall be taken into account in the design of sections

near support by increasing design shear strength of concrete to 2Dteff x Tc / av

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

(The Clause for "Enhanced shear strength of sections close to support" is a new addition

to IS456..2000. It has been based on and is in conformance to BS8110. The clause in

British code( cl no 3.11.4.3 to 3.11.4.5) is referred here as it clearly defines "av" to be

considered for Pile-caps.)

Minimum shear reinforcement is not required in pile caps where Tv < Tc

(enhanced if appropriate)

D. Side Face Reinforcement:

Side face reinforcement is provided to control temperature and shrinkage cracks.

Width of pilecap prone to shrinkage & temperature cracks assumed = 500 mm

Ast min =0.5 x 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3

piles as these pilecaps predominintaly behave as beams.)

Ast min = 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3 piles

as these pilecaps predominintaly behave as beams.)

Ast min = 0.12% B x Dt (Minimum slab reinforcement….for pilecaps with 4 pile and above as

these pilecaps predominantly behave like flat slab)

Clause 26.3.3

Table 15

..IS456

Clause26.5.1.1

....IS456

Clause26.5.2.1

....IS456

Ast min = 0.5 x 0.12% B x Dt (Minimum slab reinforcement….for pilecaps with 4 pile and

above as these pilecaps predominantly behave like flat slab)

Clause 3.11.4.4

…BS8110

Clause 3.12.5.4

BS8110

Clause 3.11.4.4

…BS8110

Clause 40.5

…….IS456

Clause 34.2.4.1

…….IS456

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2090/1419

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28/08/06 . AVD . 28/08/06

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EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

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

350 mm 500 mm

Capacity of Pile : 500 mm

1040 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

800 mm 415 N/mm2

5.7143 x ' d' 10 kN/m2

2 m Clear Cover to Pilecap Reinforcement

250 mm 75 mm

1.0 m 50 mm

1.0 m 50 mm

3) Check for Punching Shear :

This check is not applicable for Pilecap with 1 pile as the pedestal and pile are concentric and co-axial.

4) Check For Bending :

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

The pilecap needs to be checked for axial compression and axial tension. The magnitude of compression

and tension equal to the Pile capacities.

a) Check for Axial compresssion :

Maximum Compressive force = 1560 kN

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

Area of concrete Ac = A - Asc = 997587 mm2

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

> 1560 kN Safe

Astmin required = 1500 mm2

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

Ast provided = 2412.7 mm2

b) Check for Axial tension :

Maximum Tensile force = 525 kN

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

> 525 kN

5) Check for One Way Shear :

This check is not applicable for Pilecap with 1 pile as the pedestal and pile is concentric.

Top Cover d't =

Spacing of Piles in Group = nd =

c/c distance between piles =

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

Length of Pile Cap = L =

Surcharge intensity = sr =

Assumed Pedestal Length = ' l2 ' =

Assumed Pedestal Width = ' b2 ' =

Shear = S =

Thickness of Pile cap = Dt =

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

Density of Soil = gd =

Grade of Concrete = fck =

Grade of Steel = fy =

Provided reinforcement Sufficient

As the Concrete strength without any longitudinal reinforcement is more than the maximum compressive force

provide nominal longitudinal reinforcement not less than 0.15 of cross-sectional area..... Clause 26.5.3.1 h ...IS456.

1

Diameter/size of Pile = d =

Axial Compression = C =

Axial Tension = T =

R.C. Design of Pile Cap IPC1

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

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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

6) Side Face Reinforcement:


Width of pilecap prone to shrinkage & temperature cracks = 500 mm from each face

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

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

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

Provide Horizontal Ties to prevent Bursting due to high principal Tension

Provide 4 Nos - T 10 227 c/c

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28/08/06 . AVD . 28/08/06

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CLIENT:

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JOB NO

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PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50


350 mm 1000 mm


1040 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1000 mm 415 N/mm2

5.71428 x ' d' 10 kN/m2


250 mm 75 mm

2.85 m 50 mm

1.0 m 50 mm


This check is not applicable for Pilecap with 2 piles as the pilecap spans only in one direction.


a) Bottom Steel :

Bending Moment at face of Pedestal :

Mxxmax=1.5{C(0.5nd-l2/2)-B*Dt*25((L-l2)/2)2 *.5 } = 763.96 kN-m

Dteff(req) = Sqrt(Mxxmax/(0.138*fck*B)) = 397.70 mm

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

Ast(req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2)} = mm

2

Ast(min) (for Mxx) = (0.2/100)*B*Dteff = mm2

a. Parallel to Z axis Required 20 T @ 132 c/c OR 7.604 Nos

Provided 8 Nos - T 20 2512 mm2

b) Top Steel :

Mxxmax = 1.5*(T (0.5nd-0.5l2)+(Dt*25+gd*h+sr)*B*((L-l2)/2)2/2 ) = 298.82 kN-m

Ast (req) (for Mxx) = (0.5*fck*B*Dteff /fy)*{1-Sqrt(1-4.6Mxx/(fck*B*Dteff2)} = 915.85 mm

2

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

16 T @ 219 c/c 4.557 Nos

Provided 8 Nos - T 16 1608 mm2


a) For Maximum Compressive load

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

av = 0.4575 m from pedestal face

% Steel = 0.275 Tc = 0.388 N/mm2

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

Tv = 1.059 N/mm2 Tcmax= 3.70 N/mm

2

Tc enhanced > Tv ... Hence Provide nominal shear reinforcement



2 R.C. Design of Pile Cap IPC2

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

Axial Tension = T =

Shear = S =



Breadth of Pile Cap = B =

Shear Section Parallel to X axis

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


2387.51

Ast(prov) =

1830.00

a. Parallel to Z axis Required




(Soil Wt. & Surchrage pressure

ignored for Conservative results)

Top Cover d't =

Side Cover d's =

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


Ast(prov) =

Tcmax > Tv Safe

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 . AVD . 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

3

2

1

0

PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

Vus= 0.00 kN

Asvreq= 0.00 mm2

Asvmin required= 221.58 mm2

12 2 200 c/c

226.1 mm2 O.K

b) For Maximum Tensile load

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

Shear Force= 603.5 kN % Steel = 0.18

Tc = 0.318 N/mm2

Tv = 0.660 N/mm2

Vus= 312.90 kN

Asvreq= 189.43 mm2

Asvmin provided = 221.58 mm2

Provide T 12 2 200 c/c

226.1 mm2 OK




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

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

Astprovi. on E/F= 565.49 mm2 <300 SAFE

Provide Horizontal Ties to prevent Bursting due to high principal Tension

Provide 5 Nos - T 12 216 c/c

Shear reinforcement Provided T

Ast(prov) =

legged stirrups @

Tcmax > Tv Safe

Provided Shear Reinforcement OK

legged stirrups @

Ast(prov) =

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 . AVD . 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

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PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

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.)


350 mm 1000 mm


1040 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1000 mm 415 N/mm2

5.7143 x ' d' 10 kN/m2


250 mm 75 mm

2.582 m 50 mm

2.850 m 50 mm


perimeter = (l2+Dteff+b2+Dteff)*2 = 7150.00 mm

Tv=1.5(3C)/(Dteff*perimeter)= 0.717 N/mm2

ks calculated = 1.250 > 1 ks = 1

Tc = 1.479 N/mm2


a) Bottom Steel :

Bending Moment :

X1 = 0.577nd-l2/2 = 0.654 m (Dist of pile from Pedestal face in -ve Z dir)

X2 = 0.288nd-l2/2 = 0.078 m (Dist of pile from Pedestal face in +ve Z dir)

Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2)2*.5 }= 959.5 kN-m beff= 850 mm

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

or 1.5{2*C*X2-Dt*B*25*(X2+d/2+0.2)^2/2 }

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

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


Ast (req) (for Mzz) = 3056.6 mm2 ( Parallel to X axis )

Ast (req) (for Mxx) = 3210.6 mm2 ( Parallel to Z axis )

Ast (min) (for Mzz) = 1551.3 mm2

Ast (min) (for Mxx) = 1551.3 mm2

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

Required 6.23 Nos - T 25

7 Nos - T 25 Ast(prov) = 3434.4 mm2

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


7 Nos - T 25 Ast(prov) = 3434.4 mm2



Tc > Tv Safe

Provide

Provide

a. For pile group :





Axial Tension = T =

Shear = S =




Dist. bet edge of pile & pilecap = E =

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



Top Cover d't =

Side Cover d's =




Bottom Cover d'b =

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 . AVD . 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

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PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

iii) Parallel to X and Z axis in balance portion (portion other than beams)

50% of Ast(min)= 912.50 mm2 (Calculated per meter width)

Required T 16 @ 220.34 mm c/c

T 16 @ 200 mm c/c

Ast(prov) = 1005.3 mm2

b) Top Steel :

Mzzmax=1.5{T(.5nd-b2/2)+(Dt*25+gd*h+sr)*(d+.4)*((B-b2)/2)2/2)} = 367.91 kN-m

Mxxmax=1.5{T*X1+(Dt*25+gd*h+sr)*(d+.4)*(X1+d/2+0.2)2/2 ) = 381.55 kN-m

or 1.5{2*T*X2+(Dt*25+gd*h+sr)*(d+.4)*(X2+d/2+0.2)^2/2 }

Ast(req) (for Mzz) = 1100.19 mm2

Ast(req) (for Mxx) = 1141.72 mm2

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

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

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


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)


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

iii) Parallel to X and Z axis in balance portion (portion other than beams)

50% of Ast(min)= 912.50 mm2 (Calculated per meter width)

Required T 16 @ 220.34 mm c/c

T 16 @ 200 mm c/c

Ast(prov) = 1005.3 mm2



i). Shear Section Parallel to Z axis

shear plane location 0.831 m from centre , Shear Force = 1532.1 kN


% Steel = 0.443 Tc = 0.478 N/mm2 Tcmax = 3.70 N/mm

2


Tv = 1.975 N/mm2

As Tc enhanced > Tv , Vus = 0.0 kN

Asvreq = 0.00 mm2

Asvmin = 144.02 mm2


ii) Shear Section Parallel to X axis

shear plane location 0.956 m from centre , Shear Force(1)= 1560.0 kN

av = 0.4563 m from pedestal face Shear Force(2)= 0.00 kN

% Steel = 0.443 Tc = 0.478 N/mm2


Tv = 2.011 N/mm2

As Tc enhanced < Tv , Vus= 78.19 kN

Asvreq= 47.47 mm2

Asvreq= 144.02 mm2


Provide

Provide

Provide

Provide

Shear reinforcement is not required

Shear reinforcement

legged stirrups @

legged stirrups @

Tcmax > Tv Safe

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

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1

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PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

b) For Maximum Tensile load 850 mm

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

The critical section for Shear (Parallel to Z axis) is at the face of pedestal ( dt'=50)

Shear Force= 525.0 kN

% Steel = 0.18 Tc = 0.318 N/mm2

Tv = 0.656 N/mm2

Vus= 270.7 kN

Asvreq= 164.32 mm2

Asvmin = 144.02 mm2

Reqiured T 12 2 200 c/c

Provided T 12 2 200 c/c

ii). Shear Section Parallel to X axis

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

Shear Force 1 = 525.0 kN Shear Force 2 = 1050.0 kN

Note-Refer in attached Figure Pedestal resting Partialy on along X direction Beam therefore

ignore Shear Force 2

% Steel = 0.18 Tc = 0.322 N/mm2

Tv = 1.354 N/mm2

Vus= 278.6 kN

Asvreq= 169.15 mm2

Asvmin = 144.02 mm2

`

Required T 12 2 200 c/c

Provided T 12 2 200 c/c




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

Required T 12 226.2 c / c

Provide 5 T 12 ( 218.75 c/c)

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

legged stirrups @

legged stirrups @

Shear reinforcement

Tcmax > Tv Safe

Shear reinforcement

legged stirrups @

Tcmax > Tv Safe

legged stirrups @

Beff. Rev.=

RIL

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2090/1419

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28/08/06 AVD 28/08/06

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CLIENT:

PROJECT:

SUBJECT:

JOB NO

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PREPD. BY

CALCULATION NUMBER

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EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

3

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1

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PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50


350 mm 1000 mm


1040 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1000 mm 415 N/mm2

5.714 x ' d' 10 kN/m2


250 mm 75 mm

2.85 m 50 mm

2.85 m 50 mm


a. For individual pile :

perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm

Tv = C*1.5/(Dteff*Perimeter) = 0.806 N/mm2

Tc = 1.479 N/mm2

7160.00 mm

0.952 N/mm2

1.25 > 1 ks = 1

1.479 N/mm2

4) Check For Bending:

a) Bottom Steel :

Bending Moment :

Mzzmax=1.5{2C(.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1891.08 kN-m

Mxxmax=1.5{2C(.5nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 1514.27 kN-m

Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*L)) = 370.65 mm

Dteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*B)) = 331.67 mm


Ast (req) (for Mzz) = 5884.61 mm2 ( Parallel to X axis )

Ast (req) (for Mxx) = 4685.83 mm2 ( Parallel to Z axis )

Ast (min) (for Mzz) = (0.12/100)*B*Dt = 3420.00 mm2

Ast (min) (for Mxx) = (0.12/100)*B*Dt = 3420.00 mm2

i) Parallel to X axis Required 20 T @ 152 c/c OR 18.741 Nos

Provide 20 Nos - T 20

6280 mm2

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


6280 mm2 Ast(prov) =

Bottom Cover d'b =

Top Cover d't =

Side Cover d's =

Dist. bet edge of pile & pilecap = E =



Tc > Tv Safe

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


Axial Tension = T =

Shear = S =







Tv=1.5(4C)/(Dteff*perimeter)=

Tc =

ks calculated =

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






Tc > Tv Safe

b. For pile group :

Ast(prov) =

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

3

2

1

0

PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

b) Top Steel :

552.74 kN-m

439.96 kN-m

1686.92 mm2

1340.59 mm2

50% of (0.12/100)*B*Dt = 1710.00 mm2

50% of (0.12/100)*B*Dt = 1710.00 mm2

i) Parallel to X axis Required 16 T @ 335 c/c 8.509 Nos


4019.2 mm2

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


4019.2 mm2






2


Tv = 1.171 N/mm2


Asvreq = 0.00 mm2

Asvmin = 0.00 mm2

Provide T 0 c/c

shear plane location 0.958 m from centre , Shear Force= 1938.8 kN


% Steel = 0.241 Tc = 0.366 N/mm2


Tv = 0.743 N/mm2

As Tc enhanced > Tv , Vus= 0.0 kN

Asvreq= 0.00 mm2

Asvreq= 0.00 mm2

Provide T 0 c/c

b. Shear Section Parallel to X axis

Ast(req) (for Mzz) =

Ast(min) (for Mzz) =


Ast(min) (for Mxx) =

Tcmax > Tv Safe

Ast(req) (for Mxx) =

Ast(prov) =

Ast(prov) =


legged stirrups @

Mzzmax = 1.5*(2T(0.5nd-0.5b2)+(Dt*25+gd*h+sr)*L*((B-b2)/2)2/2) =

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

legged stirrups @

a. Shear Section Parallel to Z axis

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

3

2

1

0

PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9

10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50


i). Shear Section Parallel to X or Z axis

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

This pile cap is designed for 70% of pile tension capacity as net tensile force of 600kn is not anticipated.

Dteff = Dt - d't -0.5*bar dia. = 942 mm (considered only for shear check for Tension Face)

Shear Force= 735.0 kN (160x1.5x2x0.8)

% Steel = 0.15 Tc = 0.308 N/mm2

Tv = 0.274 N/mm2

Vus= 0.0 kN

Asvreq= 0.00 mm2

Asvmin = 0.00 mm2

Provide T 0 0 0 c/c




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

Required T 12 226.2 c / c

Provide 5 T 12 ( 218.75 c/c)


(Clause 26.5.1.3...IS456)

Tcmax > Tv Safe


legged stirrups @

RIL

KG-D6



2090/1419

SPKN

CIC-8002-00

28/08/06 AVD 28/08/06

.


CLIENT:

PROJECT:

SUBJECT:

JOB NO

REV

3

2

1

0

PREPD. BY

CALCULATION NUMBER

DATE CHKD BY DATE

EQPT. NO.

SH OF

C940001 R3

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50


350 mm 750 mm


1080 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1000 mm 415 N/mm2

2.8 m 10 kN/m2

2.8 m Clear Cover to Pilecap Reinforcement

250 mm 75 mm

3.650 m 50 mm

3.650 m 50 mm



perimetre = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2115.0 mm

Tv = C/(Dteff*Perimeter) = 0.837 N/mm2

Tc = 1.479 N/mm2

b. For pile group :

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

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

ks calculated = 1.25 > 1 ks = 1

Tc = 1.479 N/mm2


a) Bottom Steel :

Bending Moment :

Muzz ={2C(0.5*s2-l2/2)-L*Dt*25((B-l2)/2)2*.5}= 1863.90 kN-m

Muxx={2C(.5*s1-b2/2)-B*Dt*25((L-b2)/2)2*.5 }= 2118.07 kN-m

Dteff(req) (for Muzz) = Sqrt(Mzz/(0.138*fck*L)) = 325.16 mm

Dteff(req) (for Muxx) = Sqrt(Mxx/(0.138*fck*B)) = 346.62 mm


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

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

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

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

RIL

KG-D6

Design calculations for

0 AVD 28.08.06

Ped. Width = ' l2 ' =

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

Axial Tension, T = Density of Soil = gd =

5 Design Of Pile Cap IPC5

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

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

Spacing of Piles along x dir, s2 =

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


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

Tc > Tv Safe

Tc > Tv Safe

JOB NO: CALCULATION NO.

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

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

EQPT. NO.

28.08.06 SH OF

Shear = S =

Warehouse no 1 & 2 pilecap SPKN

CIC-8002-00 2090-1419

1

CLIENT:

PROJECT:

SUBJECT:

REV PREPD. BY DATE CHKD BY DATE

C940001 R3


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

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

Provide 22 Nos - Y 20

Ast(prov) = 6908 mm2

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


Ast(prov) = 6908 mm2

b) Top Steel :

Muxx = (2T(0.5s2-0.5l2)+(Dt*25+gd*h+sr)*L*((B-l2)/2)2/2) = 811.35 kN-m

Muzz = (2T (0.5s1-0.5b2)+(Dt*25+gd*h+sr)*B*((L-b2)/2)2/2 ) = 934.68 kN-m

Ast(req) (for Muzz) = 2478.99 mm2

Ast(req) (for Muxx) = 2859.71 mm2

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

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

12 Y @ 166 c/c 21.930 Nos


2713 mm2

12 Y @ 144 c/c 25.298 Nos


2713 mm2






2


Tv = 0.647 N/mm2


Asvreq = 0.00 mm2

Asvmin = 0.00 mm2

Provide Y 0 c/c

JOB NO: CALCULATION NO. EQPT. NO.

2090-1419 CIC-8002-00

RIL

KG-D6


0 AVD 28.08.06

i) Parallel to Z axis Required

Ast(prov) =

ii) Parallel to X axis Required

Ast(prov) =

a. Shear Section Parallel to Z axis

Tcmax > Tv Safe


legged stirrups @

28.08.06 SH OFSPKNWarehouse no 1 & 2 pilecap

CLIENT:

PROJECT:

SUBJECT:


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



% Steel = 0.207 Tc = 0.342 N/mm2


Tv = 0.647 N/mm2


Asvreq= 0.00 mm2

Asvreq= 0.00 mm2

Provide Y 0 c/c





Shear Force= 700.0 kN (350x2)

% Steel = 0.08 Tc = 0.2192 N/mm2

Tv = 0.2032 N/mm2

Vus= 0.0 kN

Asvreq= 0.00 mm2

Asvmin = 0.00 mm2

Provide Y 0.00 c/c




(Width assumed based on Clause 3.12.5.4 BS8110)

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

Required Y 12 226.2 c / c

Provide 5 Y 12 218.75 c/c <300 SAFE

Ast provided on E/F= 565 mm2

2090-1419 CIC-8002-00

RIL

KG-D6


Warehouse no 1 & 2 pilecap 0 AVD 28.08.06SPKN

b. Shear Section Parallel to X axis


legged stirrups @



legged stirrups @

Tcmax > Tv Safe

EQPT. NO.

28.08.06 SH OF

CLIENT:

PROJECT:

SUBJECT:


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

Mxx

x

z Mzz

2090-1419 CIC-8002-00

RIL

KG-D6


Warehouse no 1 & 2 pilecap 0 AVD 28.08.06


28.08.06 SH OFSPKN

-CLIENT:

PROJECT:

SUBJECT:


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


350 mm 1000 mm


1080 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1200 mm 415 N/mm2

5.7 x ' d' 10 kN/m2


250 mm 75 mm

6.85 m 50 mm

2.85 m 50 mm



perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm


Tc = 1.479 N/mm2

7960 mm

1.095 N/mm2

1.25 > 1 ks = 1

1.479 N/mm2


a) Bottom Steel :

Bending Moment :

Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1911.72 kN-m

Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 2874.25 kN-m

Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 240.38 mm

Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 456.95 mm






2090-1419 CIC-8002-00

RIL

KG-D6




Spacing of Piles in Group = nd = Surcharge intensity = sr =


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


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


Shear = S = Grade of Concrete = fck =


Tc > Tv Safe

b. For pile group :

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

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


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

Ped. Width = ' b2 ' =

Axial Compression, C =

EQPT. NO.

28.08.06

-

ks calculated =

Tc = Tc > Tv Safe


SPKN

CLIENT:

PROJECT:

SUBJECT:


C940001 R3


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

20 Y @ 218 c/c OR 31.414 Nos


6280 mm2

20 Y @ 122 c/c OR 23.390 Nos


6908 mm2

b) Top Steel :

888.86 kN-m

1801.01 kN-m

2160.11 mm2

4434.05 mm2

50% of (0.12/100)*B*Dt = 4932.00 mm2 ( Parallel to Z axis )

50% of (0.12/100)*B*Dt = 2052.00 mm2 ( Parallel to X axis )

12 Y @ 157 c/c 43.631 Nos


2260.8 mm2

16 Y @ 129 c/c 22.064 Nos


4421.1 mm2






2


Tv = 0.294 N/mm2


Asvreq = 0.00 mm2

Asvmin = 0.00 mm2

Provide Y 0 c/c

2090-1419 CIC-8002-00

RIL

KG-D6



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

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

Ast(req) (for Muxx) =

Ast(req) (for Muzz) =

i) Parallel to X axis Required

Ast(prov) =

ii) Parallel to Z axis Required

Ast(prov) =


Ast(prov) =

a. Shear Section Parallel to X axis

Tcmax > Tv Safe

Ast(min) (for Muxx) =

Ast(min) (for Muzz) =


Ast(prov) =

EQPT. NO.

28.08.06 SH OF


legged stirrups @


SPKN

-CLIENT:

PROJECT:

SUBJECT:


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



% Steel = 0.217 Tc = 0.350 N/mm2


Tv = 0.680 N/mm2


Asvreq= 0.00 mm2

Asvreq= 0.00 mm2

Provide Y 0 c/c






% Steel = 0.14 Tc = 0.282 N/mm2

Tv = 0.322 N/mm2

Vus= 129.9 kN

Asvreq= 62.91 mm2

Asvmin = 631.49 mm2

Provide Y 12 6 200 c/c




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


Provide 6 Y 12 ( 215 c/c)


2090-1419 CIC-8002-00

RIL

KG-D6



Shear reinforcement

legged stirrups @


b. Shear Section Parallel to Z axis


legged stirrups @

Tcmax > Tv Safe

EQPT. NO.

28.08.06 SH OF SPKN

-CLIENT:

PROJECT:

SUBJECT:


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

Mxx

x

Mzz

z

2090-1419 CIC-8002-00

RIL

KG-D6



EQPT. NO.

28.08.06 SH OFSPKN


CLIENT:

PROJECT:

SUBJECT:


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


350 mm 1000 mm


1080 kN 1.2 m

350 kN 18 kN/m3

68 kN 35 N/mm2

1200 mm 415 N/mm2

5.7 x ' d' 10 kN/m2


250 mm 75 mm

4.85 m 50 mm

2.85 m 50 mm



perimeter = (E+d+Min of (Dteff/2,nd/2-d/2) )*2 = 2315.0 mm


Tc = 1.479 N/mm2

7960 mm

1.095 N/mm2

1.25 > 1 ks = 1

1.479 N/mm2


a) Bottom Steel :

Bending Moment :

Muxx={3C(0.5nd-b2/2)-L*Dt*25((B-b2)/2)2*.5}= 1944.79 kN-m

Muzz={2C(nd-l2/2)-B*Dt*25((L-l2)/2)2*.5 }= 3081.58 kN-m

Dteff(req) (for Muxx) = Sqrt(Mzz/(0.138*fck*L)) = 288.13 mm

Dteff(req) (for Muzz) = Sqrt(Mxx/(0.138*fck*B)) = 473.14 mm






2090-1419 CIC-8002-00

RIL

KG-D6



EQPT. NO.

28.08.06

-

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

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

ks calculated =

Tc = Tc > Tv Safe



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

Tc > Tv Safe

b. For pile group :

Shear = S = Grade of Concrete = fck =


Ped. Width = ' b2 ' =

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




Spacing of Piles in Group = nd = Surcharge intensity = sr =


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

CLIENT:

PROJECT:

SUBJECT:


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

20 Y @ 218 c/c OR 22.242 Nos


6280 mm2

20 Y @ 113 c/c OR 25.130 Nos


6908 mm2

b) Top Steel :

820.94 kN-m

1375.28 kN-m

1997.07 mm2

3372.68 mm2

50% of (0.12/100)*B*Dt = 3492.00 mm2 ( Parallel to Z axis )

50% of (0.12/100)*B*Dt = 2052.00 mm2 ( Parallel to X axis )

12 Y @ 157 c/c 30.892 Nos


2260.8 mm2

16 Y @ 170 c/c 16.783 Nos


4421.1 mm2






2


Tv = 0.415 N/mm2


Asvreq = 0.00 mm2

Asvmin = 0.00 mm2

Provide Y 0 c/c

2090-1419 CIC-8002-00

RIL

KG-D6



-

EQPT. NO.

28.08.06 SH OF

Ast(prov) =

a. Shear Section Parallel to X axis

Tcmax > Tv Safe


legged stirrups @


Ast(req) (for Muzz) =

Ast(min) (for Muxx) =

Ast(min) (for Muzz) =


Ast(prov) =


Ast(prov) =


Ast(prov) =

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

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

Ast(req) (for Muxx) =


CLIENT:

PROJECT:

SUBJECT:


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



% Steel = 0.217 Tc = 0.350 N/mm2


Tv = 0.680 N/mm2


Asvreq= 0.00 mm2

Asvreq= 0.00 mm2

Provide Y 0 c/c






% Steel = 0.14 Tc = 0.282 N/mm2

Tv = 0.322 N/mm2

Vus= 129.9 kN

Asvreq= 62.91 mm2

Asvmin = 631.49 mm2

Provide Y 12 6 200 c/c




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


Provide 6 Y 12 ( 215 c/c)


2090-1419 CIC-8002-00

RIL

KG-D6



-

EQPT. NO.

28.08.06 SH OF


legged stirrups @

Tcmax > Tv Safe

Shear reinforcement

legged stirrups @


b. Shear Section Parallel to Z axis

CLIENT:

PROJECT:

SUBJECT:


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

Mxx

x

Mzz

z

2090-1419 CIC-8002-00

RIL

KG-D6


Warehouse no 1 & 2 pilecap 0 AVD 28.08.0628.08.06 SH OFSPKN


CLIENT:

PROJECT:

SUBJECT:


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

Date post:	24-Apr-2017
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