Punching C12

8/3/2019 Punching C12

1/52

Designed by Checked by Date Sheet

Data Working capacity of each pile P 400 KN

Column dimension cx 0 mm

cy 0 mm

Size of 'H' pile D 203 mm

Spacing of pile centres along x-x A 2750 mm

C/C Distance between pile along y-y B 750 mm

Length of pilecap (long side) Lx 3500 mm

Length of pilecap (other side) Ly 1500 mm

Height of pilecap h 1200 mm

Cover to under side of bar C 75 mm

Top/Side cover to main bar Cs 50 mmMain bar size (Along xx direction) b 25 mm

Main bar size (Along y-y direction) b 16 mm

Side bar size 16 mm

Concrete grade fcu 30 N/mm^2

Main steel strength fy 460 N/mm^2

Link steel strength fyv 460 N/mm^2

Moment Design about Y-Y axis

Max Moment M = 1.5*2*P*(0.5A-0.5cx+75)

= 1740 KN-m

Effective depth,d = h-c-(b/2)

= 1112.5 mm

K = M/(Ly*d^2*fcu)

= 0.031


2/52

OK

Designed by Checked by Date Sheet No

Shear Resistance check (About y y Direction)

at critical section

Shear force,V = 1.5*2*P

= 1200 KN

Shear stress ,v = V/(Ly*d)

= 0.72 N/mm^2

Factor , C1 = (100*Asp)/(B*d)

= 0.29 ,=>should be should be >1, C2= 1.00

Factor , C3 = (fcu/30)

= 1.00

Design concrete shear stress,vc = Vc=0.84(100As/b.d)^0.3(fcu/30)^0.3*(400/d)^0.25/1.25

= 0.47 N/mm^2

Enhanced shear dist , av = 1314.1 mm

Mod design conc shear stress,vc = (2*vc*d)/av

= 0.79 N/mm^2

OK

Punching shear at column face

Punching shear force, Vp = (1.5*p)*4

= 2400 kN

Column perimeter, Uo = 2*(cx+cy) or 2*pi*(cx/2)

= 0 mm

Punching shear stress, vp = Vp/(uo*d)

= #DIV/0! N/mm^2

Maximum stress , Vmax = 0.8*(fcu^(1/2) (or) 5.0kN/m^2

= 4.38 N/mm^2

#DIV/0!

Horizontal Binders

Horizontal binders , Ash = 0.25*As

= 1227.2 mm^2 9 T16

Area of Sside steel provided ,Asp = 3619.1 mm^2

OK

BUILDING INSPECTION ENGINEERS

ACCREDITED CHECKER

Job No:

CIVIL STRUCTURAL & FOUNDATION CONSULTANTSFIRE(PREVENTION) CONSULTANTS

DGCONSULTING ENGINEERS

Title Item60 TUAS ROAD DESIGN OF PILECAP-TYPE A


3/52


4/52

PROJECT MAYFLOWER SECONDARY SCHOOL

Location og column CORNER COLUMN

BLOCK -'D' & 'E'

a) 'Punching shear at column face

Thickness of slab = 375 mm

Slab self weiht = 9.00 KN/m^2

Imposed dead load = 3.2 KN/m^2Total dead load = 12.2 KN/m^2

Imposed live load = 5.0 KN/m^2

Ultimate load = 25.08 KN/m^2

Bay length = 6.6 m

Bay width = 4.8 m

Total Punching shear force = 795 KN

Thickness of slab/beam D 375 mm

Cover = c 30 mm

Main bar size (Top) FX 20 mm

Effective depth,d = D-c-F/2

= 335 mm

Design ultimate shear force, Vt = 795 KN CoefficientCoefficient for effective shear force = 1.25 For internal column 1.15

Effective Punching shear force, Veff = 993 KN For Corner Column 1.25

Column Size Cx 440 mm For edge Column 1.40

Cy 440 mm

Column perimeter, Uo = 1*(cx+cy)

= 880 mm


Cover = c 30 mm

Effective depth,d = D-c

= 345 mm

Punching shear stress, vp = Vef/(uo*d)

= 3.27 N/mm^2



= 5.00 N/mm^2

Punching shear on perimeter of column is satisfactory

b) Shear check at 1.5d from face of column

440

957.5 B2

517.5 1.5*d

440 517.5

1.5*d

957.5

B1

Shear force,Vff = 993 KN


5/52

Shear perimeter, U1 = cx+cy+3*d

= 1915 mm

Shear stress ,v1 = Veff(u1*d)

= 1.50 N/mm^2

> vc, hence provide shear links

Main bar size (Top) FX 20 mm 8 T20

Trans bar size (Top) FY 20 mm 8 T20


Area of steel provided , Asx = 2513 mm^2

Area of steel provided , Asy = 2513 mm^2

Percentage of steel Px = (100*Asx)/(B1*d) 0.761

Percentage of steel Py = (100*Asy)/(B2*d) 0.761

Average percentage of steel AP= (100*Ap)/(Bav*d) 0.761

Factor , C1 C1 should not > 3

Factor , C2 = (400/d)

= 1.16 C2 should not < 1


= 1.333

Design concrete shear stress,vc = Vc=0.84(100Ap/b.d)^0.3(fcu/30)^0.3*(400/d)^0.25/1.25

Vc= 0.70 N/mm^2

Provide shear links

Design for shear links

Case : 1 If v1 is less than vc no shear reinforcement required

Case : 2 If v1 0.4N/mm^2

Area of shear links required Provide shear links

Asv sina > (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)

a 90o

sina 1

Asv sina = 1326 mm^2

Dia of links provided FX 12 mm

No of legs provided = 9 nos

2-Legged stirrups

NOS -9 T12

Area of links provided = 2036 mm^2 OK


6/52

PROJECT

Location og column EDGE COLUMN



Imposed dead load = 2.2 KN/m^2

Total dead load = 12.4 KN/m^2


Ultimate load = 26.16 KN/m^2Bay length = 10.6 m

Bay width = 6 m


a) 'Punching shear at column face CoefficientDesign ultimate shear force, Vt = 1664 KN For internal column 1.15

Coefficient for effective shear force = 1.4 For Corner Column 1.25

Effective Punching shear force, Veff = 2329 KN For edge Column 1.40

Column Size Cx 1800 mm

Cy 1800 mm

Column perimeter, Uo = PI()*dia

= 5655 mm


Cover = c 25 mm

Main bar size (Top) FX 25 mm TH4 or) TV4 T13-200Effective depth,d = D-c-F/2

= 387.5 mm


= 1.06 N/mm^2

Concrete grade fcu 35 N/mm^


= 4.73 N/mm^2



581.25 1.5*d

1800 2962.5 B2

581.25 1.5*d

1800 581.25

1.5*d

2381.25

B1


Shear perimeter, U1 = 2*cx+cy+6*d

= 7725 mm


= 0.778 N/mm^ OK




Area of steel provided , Asx = 24127 mm^


Percentage of steel Px = (100*Asx)/(B*d) 2.615

Percentage of steel Py = (100*Asy)/(B*d) 0.599

Average percentage of steel AP= (100*Ap)/(B*d) 1.607


Factor , C2 = (400/d)

= 1.03 C2 should not < 1Factor , C3 = (fcu/30)

= 1.167

HARBOURFRONT TWO: 18-Storey office building with 5-Storey Commercial/Office

Podium


7/52


8/52


9/52


10/52


11/52


12/52

PROJECT TEMASEK POLYTECHNIC

Location of column CENTRAL COLUMN (3rd Storey Level)

PUNCHING SHEAR STRESS CALCULATION




Total dead load = 16.7 KN/m^2Imposed live load = 5.0 KN/m^2


Diameter of pan 8 m (Conservative value)

Circumference = 50.3 m^2


a) 'Punching shear at column face Coefficient

Design ultimate shear force, Vt = 1577 KN For internal column 1.15



Column Size (Circular) = Cx 800 mm

Cy 800 mm

Column perimeter, Uo = PI()*dia= 25132.7 mm


Cover = c 25 mm

Main bar size (Top) FX 25 mm TH1+TH2- (OR) TV1+TV2-'T25-200+T25-200


= 562.5 mm

Punching shear stress, vmax = Vef/(uo*d)

= 0.13 N/mm^2


Maximum stress , Vc = 0.8*(fcu^(1/2) (or) 5.0kN/m^2

= 4.73 N/mm^2



843.75 1.5*d

800 2487.5 B2

843.75 1.5*d

843.75 800 843.75

1.5*d 1.5*d

2487.5

B1


Shear perimeter, U1 = 2*(cx+cy+6d)

= 9950 mm



13/52

= 0.32 N/mm^2

OK

Main bar size (Top) FX 25 mm TH1 + TH1 5 T25

Trans bar size (Top) FY 25 mm TV1+TV2 5 T25








Factor , C2 = (400/d)



= 1.167


Vc= 0.38 N/mm^2

OK


If v1 is less than vc no shear reinforcement required

However provided T16-375mm c/c links


14/52

PROJECT TEMASEK POLYTECHNIC

Location of column EDGE COLUMN (4th Storey Level)

PUNCHING SHEAR STRESS CALCULATION






Diameter of panel = 8 m (Conservative value)

Circumference = 50.3 m^2






Column Size (Circular) = Cx 600 mm

Cy 600 mm

Column perimeter, Uo = PI()*dia= 25132.7 mm


Cover = c 25 mm TH1+TH2- (OR) TV1+TV2-'T25-200+T25-

Main bar size (Top) FX 25 mm TH1+TH2- (OR) TV1+TV2-'T25-200+T25-


= 562.5 mm


= 0.14 N/mm^2



= 4.73 N/mm^2



843.75 1.5*d

600 2287.5 B2

843.75 1.5*d

843.75 600 843.75

1.5*d 1.5*d

2287.5

B1



= 9150 mm



15/52

= 0.40 N/mm^2

Provide shear links

Main bar size (Top) FX 25 mm TH1 + TH1 5 T25

Trans bar size (Top) FY 25 mm TV1+TV2 5 T25








Factor , C2 = (400/d)



= 1.167


Vc= 0.39 N/mm^2

Provide shear links



However provided T16-375mm c/c links


16/52

00

00


17/52


18/52

PROJECT







Bay length = 6 m

Bay width = 6 m



Cover = c 30 mm



= 385 mm

a) 'Punching shear at column face CoefficientDesign ultimate shear force, Vt = 963 KN For internal column 1.15




Cy 500 mm


= 1000 mm


= 3.13 N/mm^



= 5.00 N/mm^



500

1077.5 B2

577.5 1.5*d

500 577.5

1.5*d

1077.5B1



= 2155 mm


= 1.45 N/mm^2

Provide shear links





HARBOURFRONT TWO: 18-Storey office building with 5-Storey

Commercial/Office Podium


19/52





Factor , C1 = C1 should not > 3

Factor , C2 = (400/d)



= 1.333


Vc= 0.58 N/mm^2

Provide shear links



Case : 2 If v1 0.4N/mm^


Asv sina > (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)a 90

o

sina 1




2-Legged stirrups

NOS -20 T10


Case : 3 If 1.6 vc 0.4N/mm^2

Asv sina > 5*(0.7*v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)

a 90

sina 1




2-Legged stirrups

NOS -20 T10

Area of links provided = 3142 mm^2 Provide shear links


20/52



BLOCK -'B','F','G'



Imposed dead load = 0 KN/m^2



Bay length = 5.1 m

Bay width = 4.4 m






Column Size Cx 0 mm

Cy 400 mm

Column perimeter, Uo = 2*(cx) +cy)= 800 mm


Cover c 30 mm



= 288.5 mm


= 6.26 N/mm^2



= 4.73 N/mm^2

increase the depth of pile


432.75 1.5*d

400 1265.5 B2

432.75 1.5*d

0 432.75

1.5*d

432.75

B1



= 2131 mm



21/52

= 2.35 N/mm^2

Provide shear links










Factor , C2 = (400/d)



= 1.167

Design concrete shear stress,vc = Vc=0.84(100Ap/b.d)^0.3(fcu/30) 0.3*(400/d)^0.25/1.25

Vc= 0.59 N/mm^2

Provide shear links






a 90o

sina 1




2-Legged stirrups

NOS -20 T10


Case : 3 If 1.6 vc 0.4N/mm^2


a 90

sina 1




2-Legged stirrups

NOS -20 T10



22/52


BLOCK C' AND CORRIDOR

Sl SLAB/BEAM REF Moment Actual Reduced

no in Column Column

Column Size Size

mm KNm mm mm N/mm^2 N/mm^2 N/mm^2 N/mm^2

1 1PTB7-500X600 (Revised -1000X1000) 14.06 -8.40 -1.74 *Beam size revise

2 2PTB3-650X1000 576 600X600 550X550 -3.46 No Strands incre

3 2PTB4-2PTB5 Similar 2PTB6-2PTB7 1366 600X600 400X400 -2.96 No Strands incre

4 4PTB4 561 600X600 575X575 Tendon layout ad

5 4PTB5 (1000X750) 678 600X600 500X500 -5.41 No Strands incre

6 4PTB6 (750X1000) 938 600X600 450X450 -3.70

Revised (750x1600) -3.07 15.00 No Strands incre

7 5PTB1-600X550 582 600X600 500X500 Tendon layout ad

8 5PTB2-600X550 601 600X600 400X400 -3.20 No Strands incre

9 1PTB4 (650X1000) Extend the beam

10 1PTB5-1000X1600 1020 600X600 475X475 Tendon layout ad

11 300mm thick slab-2nd storey *stress exceed the lilmt No Strands incre

Service Transfer


23/52


BLOCK A'

Sl SLAB/BEAM REF Moment Actual Reduced

no in Column Column

Column Size Size


1 1PTB2 873 600X600 450X450 *Beam to be extended

2 1PTB3 730 600X600 525X525 -3.70 refer attached sketch

-2.11

3 1st storey slab 769 600600 575x575 No Strands increased

4 2nd storey slab -2.89 No Strands increased

5 2PTB1 969 600X600 450X450 -4.01 No Strands increased

6 4PTB2 (900X1200) 960 600X600 450X450 -4.00 *top steel 7T25

-5.00 -4.32 *Beab size revised 100

Revised (1000x1200) No Strands increased

7 1st storey slab -2.57 No Strands increased

8 1st storey slab-Along grid line AE 692 600X600 500X500 No Strands increased

9 1PTB3 (1200x900) 730 600x600 500x500 -3.12 Tendon layout adjuste

Service Transfer


24/52


BLOCK B'

Sl SLAB/BEAM REF Moment Actual Reduced Rem

no in Column Column

Column Size Size


1 2nd storey slab 590 600x600 525x525 Tendon profile adjuste

2 1st storey slab 551 600X600 575x575 -2.78 No Strands increased

BLOCK G' AND 'F'

1 1st Storey slab -2.33 Tendon profile adjuste

2 1st Storey slab 650 600x600 510x510 Tendon profile adjuste

3 2nd ,3rd,4th Storey slab -2.41 No Strands increased

BLOCK D' AND 'E'

1 2nd,3rd 4th storey slab 702 600x600 475x475 Tendon profile adjuste

2 1st storey slab 1021 600x600 440x440 Tendon profile adjuste

3 Roof slab -3.26 Tendon profile adjuste

4 2nd ,3rd,4th Storey slab * to avoid additional steel required over support No Strands increased

Service Transfer


25/52

PROJECT

Location of column C12



a) 'Punching shear at column face CoefficientDesign ultimate shear force, Vt = 4411.5 KN For internal column 1.15




Cy 600 mm


= 1600 mm


Cover = c 30 mm



= 660 mm


= 4.80

Concrete grade fcu 35N/mm^

2


= 4.73 N/mm^2

increase the depth of pile


990 1.5*d

600 2580

990 1.5*d

990 200 990

1.5*d 1.5*d

2180

B1

Shear force,Vff 5073 KN


= 12160 mm


= 0.67 N/mm^2

OK








Factor , C2 = (400/d)



= 1.167


Vc= 0.69 N/mm^2

OK

White House


26/52

ProjectMAYFLOWER SECONDARY SCHOOL

Area Block 'F','G'

DL 7.2 KN/m^2

SDL 3.2 KN/m^2 Column perimeter for middle column = Uo =2*(cx+cy

otal D 10.4 KN/m^2 Column perimeter for edge column = Uo =2*(cx)+c

LL 5.0 KN/m^2 Column perimeter for corner column = Uo =(cx+cy)


Maximum allow stress , Vc = 0.8*(fcu^(1/2) (or) 5.0kN/m^2

= 5.00 N/mm^2

Check for Diorect punching shear arround the column face

olum Slab Bay Bay Ultimate Punching Coeff Effe Punching Column Column Column Cover s

type Thickness Width Length load Shear force shear force Size Size perimeter

Veff Cx Cy *refer above c b

mm m m KN/m^2 KN KN mm mm mm mm m

Middle 300 9.6 8.5 22.56 1841 1.15 2117 600 600 2400 30 2

Edge 300 9.6 4.8 22.56 1040 1.40 1455 600 600 1800 30 2

Corner 300 4.8 4.8 22.56 520 1.25 650 600 600 1200 30 2

MIDDLE COLUMN Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6d

Main bar size (Top) FX 20 mm 10 T20 20 mm 6 T2

Transverse bar size (Top) FY 20 mm 10 T20 20 mm 10 T2

Size of strands provided Fs 12.9 mm 20 T13 12.9 mm 20 T1

Area of strands = 8000 mm^2 8000 mm^2

Links 10 mm 22 T10 10 mm 20 T1

Steel strength fy 460 N/mm^2 460 N/mm^2

Area of links provided , A sx = 3456 mm^2

3142 mm^2

Area of steel provided , Asx x dire = 11142 mm^2

9885 mm^2

Area of steel provided , Asy y dire = 11142 mm^2

11142 mm^2

Percentage of steel Px = (100*Asx)/(B1*d) 3.105 B1= 1380 mm 3.840 B1= 990 m

Percentage of steel Py = (100*Asy)/(B1*d) 3.105 B2= 1380 mm 3.105 B2= 1380 m

Average per of steel AP= (100*Ap)/(B*d) 3.105 3.840

Design concrete shear stress Vc=0.84(100Ap/b.d)^0.3(fcu/30)^0.3*(400/d)^0.25/1.25


If v1 (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)

If 1.6 vc 5*(0.7*v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)

Steel strength fy 460 N/mm^2

If v1> 2vc increase the slab thickness

Check for shear shress at 1.5*d from column face

olum Shear Shear Shear Factor , C1 Factor , C2 Factor , C3 Design concrete 1.6* vc 2.0* vc if vt >2*vc If v1


27/52


olum Shear Shear Shear Factor , C1 Factor , C2 Factor , C3 Design concrete 1.6* vc 2.0* vc if vt >2*vc If v1 2*vc If v1


28/52

Remarks

vmax


29/52

Remarks

OK

OK

OK

Remarks

OK

OK

OK


30/52


Area Block 'B'

DL 7.2 KN/m^2 Column perimeter for middle column = Uo =2*(cx+cy)

SDL 3.2 KN/m^2 Column perimeter for edge column = Uo =2*(cx)+cy

otal D 10.4 KN/m^2 Column perimeter for corner column = Uo =(cx+cy)

LL 5.0 KN/m^2



= 5.00 N/mm^2

Check for Diorect punching shear arround the column





Middle 300 9.6 8.5 22.56 1841 1.15 2117 600 600 2400 30

Edge 300 9.6 4.8 22.56 1040 1.4 1455 600 600 1800 30

Corner 300 4.8 4.8 22.56 520 1.25 650 600 600 1200 30

MIDDLE Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6d

Main bar size (Top) FX 20 mm 10 T20 20 mm 6 T

Transverse bar size (Top) FY 20 mm 10 T20 20 mm 10 T

Size of strands provided Fs 12.9 mm 20 T13 12.9 mm 20 T


Links 10 mm 22 T10 10 mm 20 TSteel strength fy 460 N/mm^2 460 N/mm^2


3142 mm^2


9885 mm^2


11142 mm^2

Percentage of steel Px = (100*Asx)/(B1*d) 3.105 B1= 1380 mm 3.840 B1= 990 m

Percentage of steel Py = (100*Asy)/(B2*d) 3.105 B2= 1380 mm 3.105 B2= 1380 m




If v1 (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)







31/52




32/52

Remarks

vmax


33/52

Remarks

OK

OK

OK

Remarks

OK

OK

OK


34/52


Area Block 'A'

DL 9.0 KN/m^2 Column perimeter for middle column = Uo =2*(cx+cy

SDL 3.2 KN/m^2 Column perimeter for edge column = Uo =2*(cx)+c


LL 5.0 KN/m^2



= 5.00 N/mm^2






Middle 375 13.2 9.6 25.08 3178 1.15 3655 600 600 2400 30

Edge 375 9.6 6.6 25.08 1589 1.40 2225 600 600 1800 30

Corner 375 6.6 4.8 25.08 795 1.25 993 600 600 1200 30

MIDDLE STRIP Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6d



Size of strands provided Fs 12.9 mm 20 S13 12.9 mm 20 S


Links 12 mm 32 T12 12 mm 18 TSteel strength fy 460 N/mm^2 460 N/mm^2


4072 mm^2


10513 mm^2


11770 mm^2

Percentage of steel Px = 100*Asx)/(B1*d) 2.189 B1= 1605 mm 2.847 B1= 1102.5 m

Percentage of steel Py = 100*Asy)/(B2*d) 2.189 B2= 1605 mm 2.189 B2= 1605 m




If v1 ((v1-vc)*U1*d)/(0.87*fy) > (0.4*U1*d)/(0.87*fy)

If 1.6 vc (5*(0.7*v1-vc)*U1*d)/(0.87*fy) > (0.4*U1*d)/(0.87*fy)Steel strength fy 460 N/mm^2





35/52




36/52

Remarks

vmax


37/52

Remarks

OK

OK

OK

Remarks

OK

OK

OK


38/52


Area Block 'D','E'




LL 5.0 KN/m^2



= 5.00 N/mm^2


olum Slab Bay Bay Ultimate Punching Coeff Effe Punching Column Column Column Cover siz

type Thickness Width Length load Shear force shear force Size Size perimeter top

Veff Cx Cy *refer above c bar

mm m m KN/m^2 KN KN mm mm mm mm mm

Middle 375 9.6 9.6 25.08 2311 1.15 2658 600 600 2400 30 20

Edge 375 9.6 6 25.08 1445 1.40 2022 600 600 1800 30 20

Corner 375 4.8 6 25.08 722 1.25 903 600 600 1200 30 20

MIDDLE Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6d



Size of strands provided Fs 12.9 mm 20 T13 12.9 mm 20 T13


Links 12 mm 32 T12 12 mm 18 T12Steel strength fy 460 N/mm^2 460 N/mm^2


4072 mm^2

Area of steel provided, Asx x dire = 11770 mm^2

10513 mm^2


11770 mm^2

Percentage of steel Px = 100*Asx)/(B1*d) 2.189 B1= 1605 mm 2.847 B1= 1102.5 mm

Percentage of steel Py = 100*Asy)/(B2*d) 2.189 B2= 1605 mm 2.189 B2= 1605 mm




If v1 (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)

If 1.6 vc 5*(0.7*v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)Steel strength fy 460 N/mm^2





39/52




40/52

Project MAYFLOWER SECONDARY SCHOOL

Area Block 'F', 'G'

DL 7.2 KN/m^2

SDL 3.2 KN/m^2 Column perimeter for middle column = Uo =2*(cx+

otal D 10.4 KN/m^2 Column perimeter for edge column = Uo =2*(cx)

LL 5.0 KN/m^2 Column perimeter for corner column = Uo =(cx+cConcrete grade fcu 40 N/mm^

2


= 5.00 N/mm^

Check for Diorect punching shear arround the column face

Column Slab Bay Bay Ultimate Punching Coeff Effe Punching Column Column Column Cover


Veff Cx Cy *refer above c

mm m m KN/m^2 KN KN mm mm mm mm

Middle 300 9.6 8.5 22.56 1841 1.15 2117 500 500 2000 30

Edge 300 9.6 4.8 22.56 1040 1.40 1455 500 500 1500 30

Corner 300 4.8 4.8 22.56 520 1.25 650 500 500 1000 30

MIDDLE COLUMN Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+

Main bar size (Top) FX 20 mm 10 T20 25 mm 7

Transverse bar size (Top) FY 20 mm 10 T20 25 mm 11

Links 13 mm 22 T13 13 mm 20



5309 mm^2


3436 mm^2


5400 mm^2

Percentage of steel Px = (100*Asx)/(B1*d) 0.944 B1= 1280 mm 1.485 B1= 890

Percentage of steel Py = (100*Asy)/(B1*d) 0.944 B2= 1280 mm 1.622 B2= 1280


Design concrete shear stress Vc=0.84(100Ap/b.d)^0.3(fcu/30)^0.3*(400/d) 0.25/1.25

If v1 is less than vc no shear reinforcement requiredIf v1 (v1-vc)*U1*d/(0.87*fy) > 0.4*U1*d/(0.87*fy)





Column Shear Shear Shear Factor , C1 Factor , C2 Factor , C3 Design concrete 1.6* vc 2.0* vc if vt >2*vc If v1


41/52


Area Block 'B'




LL 5.0 KN/m^2Concrete grade fcu 40 N/mm^

2


= 5.00 N/mm^






Middle 300 9.6 8.5 22.56 1841 1.15 2117 525 525 2100 30

Edge 300 9.6 4.8 22.56 1040 1.4 1455 525 525 1575 30

Corner 300 4.8 4.8 22.56 520 1.25 650 525 525 1050 30

MIDDLE Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+

Main bar size (Top) FX 20 mm 10 T20 25 mm 6

Transverse bar size (Top) FY 20 mm 10 T20 25 mm 10

Links 13 mm 22 T13 13 mm 20



5309 mm^2


2945 mm^2


4909 mm^2

Percentage of steel Px = (100*Asx)/(B1*d) 0.926 B1= 1305 mm 1.238 B1= 915

Percentage of steel Py = (100*Asy)/(B2*d) 0.926 B2= 1305 mm 1.447 B2= 1305










42/52


Area Block 'A'

DL 13.8 KN/m^2 Column perimeter for middle column = Uo =2*(cx+

SDL 3.2 KN/m^2 Column perimeter for edge column = Uo =2*(cx)+

otal D 17.0 KN/m^2 Column perimeter for corner column = Uo =(cx+cy


2


= 5.00 N/mm^






Middle 575 13.2 9.6 31.8 4030 1.15 4634 450 450 1800 30

Edge 550 9.6 6.6 31.8 2015 1.40 2821 450 450 1350 30

Corner 550 6.6 4.8 31.8 1007 1.25 1259 450 450 900 30

MIDDLE Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6



Links 13 mm 32 T13 13 mm 18 T



4778 mm^2


7238 mm^2


10455 mm^2

Percentage of steel Px = 100*Asx)/(B1*d) 0.878 B1= 2055 mm 1.168 B1= 1215

Percentage of steel Py = 00*Asy)/(B2*d) 0.878 B2= 2055 mm 1.035 B2= 1980










43/52


Area Block 'D', 'E'

DL 9.0 KN/m^2 Column perimeter for middle column = Uo =2*(cx+c

SDL 3.2 KN/m^2 Column perimeter for edge column = Uo =2*(cx)+



2


= 5.00 N/mm^2


Column Slab Bay Bay Ultimate Punching Coeff Effe Punching Column Column Column Cover s




Middle 375 9.6 9.6 25.08 2311 1.15 2658 440 440 1760 30

Edge 375 9.6 6 25.08 1445 1.40 2022 440 440 1320 30

Corner 375 4.8 6 25.08 722 1.25 903 440 440 880 30

MIDDLE Shear perimeter, U1 2*(cx+cy+6d) EDGE Shear peri, U1 2*(cx)+cy+6



Links 12 mm 32 T12 13 mm 20 T



5309 mm^2

Area of steel provided, Asx x dire = 3770 mm^2

5890 mm^2


7854 mm^2

Percentage of steel Px = 00*Asx)/(B1*d) 0.779 B1= 1445 mm 1.866 B1= 942.5 m

Percentage of steel Py = 00*Asy)/(B2*d) 0.779 B2= 1445 mm 1.622 B2= 1445 m










44/52


Location og column CORNER COLUMN

BLOCK -'A'

a) 'Punching shear at column face






Bay length = 6.6 m

Bay width = 4.8 m



Cover = c 30 mm



= 335 mm

Design ultimate shear force, Vt = 795 KN CoefficientCoefficient for effective shear force = 1.25 For internal column 1.15

Effective Punching shear force, Veff = 993 KN For Corner Column 1.25

Column Size Cx 450 mm For edge Column 1.40

Cy 450 mm


= 900 mm


Cover = c 30 mm

Effective depth,d = D-c

= 345 mm


= 3.20 N/mm^2



= 5.00 N/mm^2



450

967.5 B2

517.5 1.5*d

450 517.5

1.5*d

967.5

B1


45/52



= 1935 mm


= 1.49 N/mm^2

> vc, hence provide shear links






Percentage of steel Px = (100*Asx)/(B1*d) 1.176

Percentage of steel Py = (100*Asy)/(B2*d) 1.176

Average percentage of steel AP= (100*Ap)/(Bav*d) 1.176


Factor , C2 = (400/d)



= 1.333


Vc= 0.80 N/mm^2

Provide shear links






a 90o

sina 1




2-Legged stirrups

NOS -9 T12


Case : 3 If 1.6 vc 0.4N/mm^2


a 90

sina 1




2-Legged stirrups

NOS -9 T12


46/52



47/52



BLOCK -'A'






Bay length = 6.6 m

Bay width = 9.6 m







Cy 450 mm

Column perimeter, Uo = 2*(cx) +cy)= 1350 mm


Cover = c 30 mm



= 335 mm


= 4.92 N/mm^2



= 5.00 N/mm^2



502.5 1.5*d

450 1455 B2

502.5 1.5*d

450 502.5

1.5*d

952.5

B1



= 3360 mm



48/52

= 1.98 N/mm^2

Provide shear links










Factor , C2 = (400/d)



= 1.333


Vc= 0.71 N/mm^2

Provide shear links






a 90o

sina 1




2-Legged stirrups

NOS -18 T12


Case : 3 If 1.6 vc 0.4N/mm^2


a 90

sina 1




2-Legged stirrups

NOS -18 T12



49/52


Location og column INTERNAL COLUMN

BLOCK -'A'






Bay length = 13.2 m

Bay width = 9.6 m







Cy 600 mm

Column perimeter, Uo = 2*(cx+cy)= 2400 mm


Cover = c 30 mm



= 335 mm


= 4.55 N/mm^2



= 5.00 N/mm^2



502.5 1.5*d

600 1605 B2

502.5 1.5*d

502.5 600 502.5

1.5*d 1.5*d

1605

B1


= 6420 mm


= 1.70 N/mm^2

Provide shear links


50/52



Size of strands provided Fs 12.9 mm 20 nos (Average stra

Area of strands = 8000 mm^2








Factor , C2 = (400/d)



= 1.333


Vc= 0.97 N/mm^2

Provide shear links






a 90o

sina 1




2-Legged stirrups

NOS -32 T12


Case : 3 If 1.6 vc 0.4N/mm^2


a 90

sina 1




2-Legged stirrups

NOS -32 T12



51/52


52/52

Documents

Punching C12