Pile Report

8/11/2019 Pile Report

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Grid D.L. L.L. W.L. Mx MyDimension

(B L H)

AsReq Rebar Pile

XDir YDir XDir YDir No. Type

P17

C15:(4,

K)

2425.

8691.4 12.4 0.0 0.0

240024001

0007200 7200 23T20 23T20 5

Square

400400

DESIGN REPORT FOR PILE FOUNDATION P17 C15:(4,K)

Element/Elements Supported = Column C15:(4,K)

FOOTING DESIGN LOADING TABLE

Loading Number Selected for Foundation Design = 3

No. SourceLoad

Case

Load

Comb.

Service LoadLLR. P Ult. F

P (D.L.) P (L.L.) P (W.L.) Mx My

1 G.L. G. LC1 2205.3 628.5 0.0 0.0 0.0 0.0 2833.8 1.44

2 G.L. G. LC1 2205.3 628.5 0.0 0.0 0.0 0.0 2833.8 1.443 N.L. 1 LC2 2205.3 628.5 11.2 0.0 0.0 0.0 2845.1 1.20

4 N.L. 2 LC2 2205.3 628.5 -1.8 0.0 0.0 0.0 2832.0 1.20

5 N.L. 3 LC2 2205.3 628.5 -11.2 0.0 0.0 0.0 2822.6 1.20

6 N.L. 4 LC2 2205.3 628.5 1.8 0.0 0.0 0.0 2835.6 1.20NoteSource - Source of Loading (G.L. for Gravity, W.L. for Wind Load, N.L. for Notional Load, S.L. for Seismic Load)Load Case - Load Case Number of Wind/Notional Load (G. for Gravity)Load Comb. - Load Combination NumberService Load - Foundation Service Load from Column (kN)LLR. - Live Load Reduction from Stump and above (kN)P Ult. - Ultimate Axial Force after multiply by Foundation Load Combination (kN)F - Load Factor use in foundation designMoment value automatically set to 0 when M / P ratio less than 5.0 mmFoundation live load reduction only can be carried out after running 3D Analysis together with Column/Wall live load reduction set to

True

Check the pile load based on the 5 piles provided

P = 3129.57 kN; Mx = 0 kNm; My = 0 kNm

Pile capacity = 70 ton

Pile load due to axial load

= P / n = 3129.57 / 5 = 625.91 kN

= 63.8 ton 70 ton

DESIGN RESULT

Equivalent loadings imposedEquivalent Column Load = 3129.57kN

Equivalent Column moment X = 0.00kNmEquivalent Column moment Y = 0.00kNm

Load Allowance = 10%

Ixx =2.88m^4

Iyy = 2.88m^4

Pile CapPile Cap self-weight Load =138.24kN

Pile Cap self-weight moment X =0.00kNm


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Pile Cap self-weight moment Y=0.00kNm

Total LoadingsTotal load applied = 3267.81kN

Total moment X applied =0.00kNm

Total moment Y applied =0.00kNm

Pile Group ResultPile Group Centroid : {78000.00,19200.00}mm

Pile

No

Coordinate

X (mm)

Coordinate

Y (mm)

Capacity

(kN)Applied Load Mx(kNm) My(kNm) Pile Type

1 77151 18351 686.70 653.56(pass) -554.57 -554.57 Original

2 77151 20049 686.70 653.56(pass) 554.57 -554.57 Original

3 78000 19200 686.70 653.56(pass) 0.00 0.00 Original

4 78849 18351 686.70 653.56(pass) -554.57 554.57 Original

5 78849 20049 686.70 653.56(pass) 554.57 554.57 Original

Sum 3433.50 3267.81 0.00 0.00

Each pile with their respective load, the pile cap self-weight is taken into account

Sample Calculation for Pile No.1Applied Load = P / n = 3267.81 / 5 = 653.56 kN

Number of Pile

Applied load

with self weight

(kN)

Applied load

without self

weight (kN)

Ultimate

applied load

without self

weight (kN)

1 653.56(pass) 625.91 904.04

2 653.56(pass) 625.91 904.04

3 653.56(pass) 625.91 904.04

4 653.56(pass) 625.91 904.04

5 653.56(pass) 625.91 904.04

Sum 3267.81 3129.57 4520.22

Note: The lump safety factor for load is 1.44

Pile Number TypeDimension

(mm)

1 Rectangular 400X400





Status:

Design Passed

Number of piles required = 5

Footing slab thickness = 1000.00mm

Steel percentage for footing slab X = 100*7226/(2400*1000.0) = 0.30 %

Steel percentage for footing slab Y = 100*7226/(2400*1000.0) = 0.30 %

Pile Cap Cross Section InformationPoint 0:{76800,18000} mm


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Point 1:{79200,18000} mm

Point 2:{79200,20400} mm

Point 3:{76800,20400} mm

Pile Cap center = {78000.00,19200.00} mm

B = 2400

L = 2400

Thickness =1000mm

Pile Cap Density = 24kN/m^3

Pile Cap weight = 138kN

The depth of the footing slab = 1000mm

The effective depth for reinforcement in x direction = 838mm

The effective depth for reinforcement in y direction = 818mm

Total depth = Effective depth of rebar + rebar radius + distance from rebar to pile + pile penetration

Total depth = 838+10+25+100=9731000mm

The Detailed Calculations for Footing Thickness and Reinforcement Bars

Detailed Moment CalculationThe moment is taken at 1 times of the column face to the column center

The calculation of service state moment about Axis

Load density = service state pile capacity/area

Area mx is the effective area of the pile in consideration of moment X

Area my is the effective area of the pile in consideration of moment Y

Pile

No.

load density

(ld, kN/m)

lever arm

Moment X

(laX, mm)

Area mx (Ax,

m)

Moment about

X(ld*laX*Ax/

10^3, kNm)

lever arm

Moment Y

(laY, mm)

Area my (Ay,

m)

Moment abou

Y(ld*laY*Ay

10^3, kNm)

1 4291.88 -498.5 0.16000 -342.34 0.0 0.000000 0.00

2 4291.88 0.0 0.00000 0.00 0.0 0.000000 0.00

3 4291.88 0.0 0.00000 0.00 0.0 0.000000 0.00

4 4291.87 -498.5 0.16000 -342.34 598.5 0.160000 411.015 4291.88 0.0 0.00000 0.00 598.5 0.160000 411.01

-684.68 822.02

The calculation of ultimate moment (the magnitude)

The absolute ultimate moment X = 1.44*684.68=988.92kNm

The absolute ultimate moment Y = 1.44*822.02=1187.29kNm

Check Thickness Constraint1000mm is a multiple of 50mm

Footing thickness constraint checking pass!!

Check Footing Depth

Footing slab depth minimum thickness1000mm 300mmFooting depth checking pass!!

Moment CheckingClause 3.4.4.4 singly R.C. design(Reinforced Concrete Design, Mosley second edition, pp 62-66)

Mx


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k'=kk1/fcu

kk1=cb*k1*(1-cb*k2)

cb=limiting effective depth factor = 0.5

Mx and My are ultimate limit state moment

k1 = (0.45-0.15fcu/17.86)fcuk1 = [0.45-0.15*30.00/17.86] 30.00 = 12.12

k2=1-0.45*fcu*(0.5-fcu/3828)/k1

k2=1-0.45*30.00*(0.5-30.00/3828)/12.12 = 0.45

kk1 = cb*k1*(1-cb*k2)

kk1 = 0.50*12.12*(1- 0.50*0.45) = 4.69

k'=kk1/fcu

k' = 4.69/30.00 = 0.156

Steel Area Calculation

k' =M/(fcu*b*d^2)

z = Min (d{0.5+(0.25-k'/(2*0.67/c))}, 0.95*d)Steel area = M/(fy*z/s)

M = Ultimate limit state Bending Moment

d = effective depth

c = partial safety factor for concretes = partial safety factor for steel fy = yield strength for steel

Steel Area in X Directionk = 10^6*1187.29/(30*2400*838) = 0.0235

lever arm = 838*(0.5+(0.25-(0.0235)/2*0.67/1.50))) = 815 mmlever arm = Min (lever arm, 0.95*838) = 796 mm

Steel area x due to moment = 10^6*1187.29/(460/1.15*796) =3730 mmSteel area that are due to minimum requirement = (steel min percentage)*cut sectional area/100 =

0.3*2400*1000/100=7200.00 mm

Steel area provided = 7226 mm

Check for moment in x direction

fcu*b*dk'>=Mx

30.00*2400*838*0.16/10^6 = 7900.69kNm>=1187.29=1187.29kNm

Moment checking pass

Check for steel percentage:

Steel percentage x = 100*7226/(2400*1000.0) = 0.30%

The steel percentage is OK

Check for the sufficiency of steel area provided in x direction

23T20 is used

The total bar area is = 3.142*23*20^2/4 = 7226mm

The steel area provided 7226 mm

7200


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Bar spacing in x = 100

Bar diameter in x = 20mm

The bar spacing is ok

Check for bar diameter:

Bar diameter in x = 20mm

The bar diameter is ok

Steel Area in Y Directionk = 10^6*988.92/(30*2400*818) = 0.0205

lever arm = 818*(0.5+(0.25-(0.0205)/2*0.67/1.50))) = 798 mmlever arm = Min (lever arm, 0.95*818) = 777 mm

Steel area y due to moment = 10^6*988.92/(460/1.15*777) =3183 mm

Steel area that are due to minimum requirement = (steel min percentage)*cut sectional area/100 =

0.3*2400*1000/100=7200.00 mm

Steel area provided = 7226 mm

Check for moment in y direction

fcu*b*dk'>=My

30.00*2400*818*0.16/10^6 = 7527.94kNm>=988.92=988.92kNm

Moment checking pass

Check for steel percentage:

Steel percentage y = 100*7226/(2400*1000.0) = 0.30%

The steel percentage is OK

Check for the sufficiency of steel area provided in y direction23T20 is used

The total bar area is = 3.142*23*20^2/4 = 7226mm

The steel area provided 7226 mm

7200


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Y)=100*(7226+7226)/(2010498+1962498)=0.36

Effective steel percentage = Min(Average steel %, 3) = 0.36%

thickness = (838+818)/2=828

Inverted thickness = (max(1,(400/thickness))^(1/4)

Inverted thickness = (max(1, (400/(828)))^1/4 )= 1.00

Shearing capacity, vc = 0.79*0.36^(1/3)*1.00*(30/25.0)^(1/3)/1.25 = 0.48 N/mm^2

Check for the case if the critical section occurs at 0.5d from column face

Enhancement shear multiplier, esm = 1.5

Enhanced shear factor = Max(esm/k, 1)= Max(1.5/0.50,1) = 3.00

Enhanced shear capacity, vc' = vc enchanced shear factor = 0.48 3.00 = 1.44 N/mm

Pile NumberCoordinate X

(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate Pile

Load Inside the

Critical

Diagonal Zone

(kN)

1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 991.8

4 849 -849 991.8 0.0

5 849 849 991.8 0.0

Sum 4959.2 991.8

k = 0.50

The dimension of the effective critical section

B' = B + 2*k*d

B' = 500 + 2*0.50*828 = 1328 mm

L' = L + 2*k*d

L' = 700 + 2*0.50*828 = 1528 mm

Punching shear force = 4959.2-991.8=3967.4kN

punching shear stress = 10^3*3967.37/((2*1328+2*1528)*828)= 0.84


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Check for the case if the critical section occurs at 1.0d from column face

Enhancement shear multiplier, esm = 1.5




(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate Pile

Load Inside the

Critical

Diagonal Zone

(kN)

1 -849 -849 991.8 991.82 -849 849 991.8 991.8

3 0 0 991.8 991.8

4 849 -849 991.8 991.8

5 849 849 991.8 991.8

Sum 4959.2 4959.2

k = 1.00


B' = B + 2*k*d

B' = 500 + 2*1.00*828 = 2155 mm

L' = L + 2*k*d

L' = 700 + 2*1.00*828 = 2355 mm




8/14

The most critical section is checked at 0.75d

Check for the case if the critical section occurs at 0.75d from column faceEnhancement shear multiplier, esm = 1.5




(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate Pile

Load Inside the

Critical

Diagonal Zone

(kN)1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 991.8

4 849 -849 991.8 0.0

5 849 849 991.8 0.0

Sum 4959.2 991.8

k = 0.75


B' = B + 2*k*d

B' = 500 + 2*0.75*828 = 1742 mm

L' = L + 2*k*d

L' = 700 + 2*0.75*828 = 1942 mm




9/14

Check for Ultimate Shear

shear stress = Ultimate axial load/(ColPerimeter*d)


10/14


(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate pile

load at one side

of the slab (kN)

1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 0.04 849 -849 991.8 0.0

5 849 849 991.8 0.0

Sum 4959.2 0.0

Enhanced shear factor = Max(1.5/k,1) = Max(1.5/1.00,1)=1.50

Enhanced shear capacity, vc' = 0.48 1.50 = 0.72 N/mm

Flexural shear stress = 0.00 1000 / (2400 838) = 0.00 N/mm vc = 0.72 N/mm F lexure Shear Checking Pass!

The f lexur al shear is checked at section, av =1.00d at right porti on of the cap


(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate pile

load at one side

of the slab (kN)

1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 0.04 849 -849 991.8 0.0

5 849 849 991.8 0.0

Sum 4959.2 0.0





11/14

The f lexur al shear i s checked at section, av =1.00d at upper por tion of the cap


(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate pile

load at one side

of the slab (kN)

1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 0.0

4 849 -849 991.8 0.0

5 849 849 991.8 0.0Sum 4959.2 0.0





12/14

The f lexur al shear i s checked at section, av =1.00d at lower porti on of the cap


(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate pile

load at one side

of the slab (kN)

1 -849 -849 991.8 0.0

2 -849 849 991.8 0.0

3 0 0 991.8 0.0

4 849 -849 991.8 0.0

5 849 849 991.8 0.0

Sum 4959.2 0.0



Flexural shear stress = 0.00 1000 / (2400 818) = 0.00 N/mm vc = 0.72 N/mmF lexure Shear Checking Pass!


13/14

The most critical section of the face shear is at 0.70d

The flexural shear is checked at section, av =0.70d at left portion of the cap


(mm)

Coordinate Y

(mm)

Ultimate Design

Load (kN)

Ultimate pile

load at one side

of the slab (kN)

1 -849 -849 991.8 991.8

2 -849 849 991.8 991.8

3 0 0 991.8 0.0

4 849 -849 991.8 0.0

5 849 849 991.8 0.0Sum 4959.2 1983.7





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Pile Report