mathcad 65 summary usd=ex 3 f422 winit 11.6

8/13/2019 Mathcad 65 Summary USD=EX 3 F422 Winit 11.6

1/17

Reference:C:\Users\\Desktop\IS\ExamPle\Ex3\64PAP Footing.xmcd(R)

Project Information

Project : THE STUDY OF REINFORCED CONCRETE FOUNDATIONS DESIGN AND ANA LYSIS USING MATHCAD

Footing Name : Ex-2 F-422 Winit Ex 11.6

Owner : KU

Location : KU

Summary Analysys and Design

1.) Footing Data

Number of Piles Npile 4

Dead Load Factor DF 1.4

Live Load Factor LF 1.7

Dead Loads on Footing P0zD 50 tons

Live Loads on Footing P0zL 25 tons

Total Axial Load Excluding

Weight of Soil and Footing

(W=WSD , U=USD)

Pzw 75 tons

Pzu 112.5 tons

Dead Load Moment X-Axis MxD 0 tons m

? Foundation Detials(Click for Large Picture)Live Load Moment X-Axis MxL 0 tons

Total Moment X-Axis

(W=WSD , U=USD)Mxw 0 tons Mxu 0 tons

Dead Load Moment Y-Axis MyD 10 tons m

Live Load Moment Y-Axis MyL 5 m tons

Total Moment X-Axis

(W=WSD , U=USD) Myw 15m tons

Myu 22.5 m tons

Size of column X-Axis Cx 0.4m Co-ordinate of column X-Axis xc 0

Size of column Y-Axis Cy 0.4m Co-ordinate of column Y-Axis yc 0

Thickness Footing : Bz 0.5m Minimum Size of Footing X-Axis Bx2min 1.5m

Height of Footing Hz 1.5m Minimum Size of Footing Y-Axis By2min 1.5m

Pile Diameter Dp 0.22 m Spacing of pile spc 0.9m

Critical Diameter

(For Pile Load Reduction Factor)Dcr 0.3m Spacing Factor csx 1 csy 1

Minimum Clearances from Center

of pile to Edge of Footing ax 0.3m X-Axis

ay 0.3m Y-Axis

WSD Allowable Pile Capacity USD Allowable Pile Capacity

Allowable Compression Pile Capacity Pw.plus.allow 30 tons Pu.plus.allow 60 tons

Allowable Tension Pile Capacity Pw.neg.allow 10 tons Pu.neg.allow 20 tons

2.) Design Data

Dead Load Factor DF 1.4

Live Load Factor LF 1.7

Cylindical Concrete Strength fc 250 ksc

Yield Strength of Steel fy 3 103 ksc fs 1500 ksc

Select BarType : Deform / Round Bar BarType 1 ( Deform Bar DB 1 , Round Bar RB 0 )

Concrete Covering of Footing Cov 75 mm


2/17

3.)Plot Foot ing

Footing Symbows

1 0.5 0 0.5 1

1

0.5

0.5

1

Plot Footing Plan Compare First x1 ,y1 ,Bx By x2 y2 Bx2 By2

ax 0.3m ay 0.3m

Cx 0.4m Cy 0.4m

xc 0 yc 0? Footing Symbows (Click for Large Picture)

Bx 1.5m By 1.5m

Bx2min 1.5m By2min 1.5m

1 0.5 0 0.5 1

1

0.5

0.5

1

Pile

cg. Pile Group

Edge of Footing

Centroid of Pile Group

xc.pile 0 m

yc.pile 0 m

Pz

w.v

10.417

10.417

27.083

27.083

tons

Pzu.v15.625

15.625

40.625

40.625

tons


3/17

4.) Pile Data

4.1 Pile Co-ordinate Data , Weight , Reduction Factor Punching, Reaction on each Pile

Pile Co-ordinate Data Weight Reduction Factor Punching Reaction on each Pile

Pile No Pile Co-ordinate Pile Deviate Distance Weight Reduction Reaction on each Pile

# x2 y2 DelX DelY Capacity Punching Pzw Pzu Pzw.x Pzw.y Pzu.x Pzu.y

cm. cm. cm. cm. W fpv tons tons tons tons tons tons

1.00 -45.00 45.00 0.00 0.00 1.00 0.64 10.42 15.63 10.42 18.75 15.63 28.13

2.00 45.00 45.00 0.00 0.00 1.00 0.64 27.08 40.63 27.08 18.75 40.63 28.133.00 -45.00 -45.00 0.00 0.00 1.00 0.64 10.42 15.63 10.42 18.75 15.63 28.13

4.00 45.00 -45.00 0.00 0.00 1.00 0.64 27.08 40.63 27.08 18.75 40.63 28.13

Pzwuxy

Notes

Pz = Total Axial Load Excluding Weight of Soil and Footing (W=WSD , U=USD)

Pzw.x = Total Axial Load Excluding Weight of Soil and Footing (W=WSD) Include My only

Pzu.x = Total Axial Load Excluding Weight of Soil and Footing (U=USD) Include My only

Pzw.y = Total Axial Load Excluding Weight of Soil and Footing (W=WSD) Include Mx only

Pzu.y = Total Axial Load Excluding Weight of Soil and Footing (U=USD) Include Mx only

4.2 ) Check of Pile Reaction (Bi-Axial)

WSD

Maximum Compressive Load on 1 Pile Al lowable Compressive Load on 1 Pi le Result

P1w.plus 27.083 tons Pw.plus.allow 30 tons Check P1w.plus Pw.plus.allow "OK"

Maximum Tension Load on 1 Pile Allowable Tension Load on 1 Pile Result

P1w.neg 0 tons Pw.neg.allow 10 tons Check P1w.neg Pw.neg.allow "OK"Maximum Load on 1 Piles

P1w.max.all 27.083 tons

...............................................................................................................................................................

USD

Maximum Compressive Load on 1 Pile Al lowable Compressive Load on 1 Pi le Result

P1u.plus 40.625 tons Pu.plus.allow 60 tons Check P1u.plus Pu.plus.allow "OK"

Maximum Tension Load on 1 Pile Allowable Tension Load on 1 Pile Result

P1u.neg 0 tons Pu.neg.allow 20 tons Check P1u.neg Pu.neg.allow "OK"Maximum Load on 1 Piles

P1u.max.all 40.625 tons

...............................................................................................................................................................


4/17

5.) Design of Footing

5.1 WSD

5.1.1 Chech Punching Shear

Check for Punching Shear from Column

Punching Shear from Column Allowable punching shear stress Result

vp.w 5.009 ksc vcp 8.38 ksc Check vp.w vcp "OK"

Check for Punching Shear from Maximum Pile Load

Punching Shear from Maximum Pile Load Allowable punching shear stress Result

vp.w.pile 5.284 ksc vcp 8.38 ksc Check vp.w.pile vcp "OK"

5.1.2 Check Beam Shear Stress

Beam Shear Stress Beam Shear Stress Result

x y x y1

vb.w

0

4.566 10 15

0

0

ksc vcb 4.617 ksc 12 Check vb.w vcb "OK"

"OK"

"OK"

"OK"

5.1.3 Check Reinforcement

Moment and Number of Bar Used WSD

X1 X2 Y1 Y2

Moment Mw tons.m 5.21 13.54 9.38 9.38

Ac (Compression) cm2 0.00 0.00 0.00 0.00

At (Tension) cm2 12.82 29.26 23.07 23.07

As top cm2 0.00 0.00 0.00 0.00

As bottom cm2 12.82 29.26 23.07 23.07

Bar Diameter (top) mm 20 20 20 20

Bar Diameter (bot) mm 20 20 20 20

Bar Cross-Section Area (top) cm2 3.14 3.14 3.14 3.14

Bar Cross-Section Area (bot) cm2 3.14 3.14 3.14 3.14

Num Bar required (top) 0.00 0.00 0.00 0.00

Num Bar required (bottom) 4.08 9.31 7.34 7.34Num Bar Used (top) 0 0 0 0

Num Bar Used (bottom) 10 10 8 8

MAsNw

WSD Section of Footing

xc 0 Cx 0.4m Cz 1 m Bx2 1.5m DepthFtg 1.5m

yc 0 Cy 0.4m Hz 1.5m By2 1.5m Bz 0.5m

200 100 0 100 200

50

100

150 Ground_Level

200 100 0 100 200

50

100

150 Ground_Level

T 0.5m

Section 1 Parallel Y-Axis Section 2 Parallel X-Axis

By2 1.5mBx2 1.5m

toptopBar_yw""

"8DB20mm @19cm Rft. // Y-Axis at Bottom"

Bar_xw""

"10DB20mm @14.78cm Rft. // X-Axis at Bottom"

botbot


5/17

5.2 USD

5.2.1 Chech Punch ing Shear

Check for Punching Shear from Column

Punching Shear from Column Allowable punching shear stress Result

vp.u 7.514 ksc vcp 14.246 ksc Check vp.u vcp "OK"

Check for Punching Shear from Maximum Pile Load

Punching Shear from Maximum Pile Load Allowable punching shear stress Result

vp.w.pile 5.284 ksc vcp 8.38 ksc Check vp.w.pile vcp "OK"

5.2.2 Check Beam Shear Stress

Beam Shear Stress Beam Shear Stress Result

x y x y1

vb.w

0

4.566 10 15

0

0

ksc vcb 4.617 ksc 12 Check vb.w vcb "OK"

"OK"

"OK"

"OK"

5.2.3 Check Reinforcement

Moment and Number of Bar Used USD

X1 X2 Y1 Y2

Moment Mu tons.m 7.81 20.31 14.06 14.06

Ac (Compression) cm2 0.00 0.00 0.00 0.00

At (Tension) cm2 9.37 24.69 16.98 16.98

As (top) cm2 0.00 0.00 0.00 0.00

As (bottom) cm2 9.37 24.69 16.98 16.98

Bar Diameter (top) mm 20 20 20 20

Bar Diameter (bot) mm 20 20 20 20

Bar Cross-Section Area (top) cm2 3.14 3.14 3.14 3.14

Bar Cross-Section Area (bot) cm2 3.14 3.14 3.14 3.14

Num Bar Required (top) 0.00 0.00 0.00 0.00

Nuim Bar Required (bot) 2.98 7.86 5.40 5.40Num Bar Used (top) 0 0 0 0

Num Bar Used (bot) 8 8 6 6

MAsNu

USD Section of Footing

xc 0 Cx 0.4m Cz 1 m Bx2 1.5m DepthFtg 1.5m

yc 0 Cy 0.4m Hz 1.5m By2 1.5m Bz 0.5m

200 100 0 100 200

50

100

150 Ground_Level

200 100 0 100 200

50

100

150 Ground_Level

T 0.5m

Section 1 Parallel Y-Axis Section 2 Parallel X-Axis

By2 1.5mBx2 1.5m

toptopBar_yu""

"6DB20mm @26.6cm Rft. // Y-Axis at Bottom"

Bar_xu""

"8DB20mm @19cm Rft. // X-Axis at Bottom"

botbot


6/17

6.) Plot Shear , Moment and As Require of Footing

6.1) WSD

6.1.1 ) WSD X-Direction

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

60

49

38

27

16

5

6

17

28

39

50

SFD (With Factor Reduction ) X-Direction

Cx1 Cx2

WSD

0.8

0.64

0.48

0.32

0.16

0 0.16 0.32 0.48 0.64 0.8

60

49

38

27

16

5

6

17

28

39

50

SFD (tons) :Rft. in X- Direction

Cx1 Cx2

WSD


7/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

1.6

3.2

4.8

6.4

8

9.6

11.2

12.8

14.4

16

Not Include Moment Mx

Include Moments Mx, My

BMD (tons.m) for : Rft. in X- Direction

Cx1 Cx2

WSD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

3

6

9

12

15

18

21

24

27

30

Ac ( cm^2 )

At ( cm2 )

Steel Area (cm2) for Rft in X-Direction

Cx1 Cx2

WSD


8/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

30

27

24

21

18

15

12

9

6

3

As top ( cm^2 )

As bot ( cm2 )


Cx1 Cx2Top Bar

Bottom Bar

WSD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

10

9

8

7

6

5

4

3

2

1

Num Bar - topNum Bar - bot

Num Bars Top-Bot for Rft in X-Direction

Cx1 Cx2

Top Bar

Bottom Bar

WSD


9/17

6.1.2 ) WSD Y-Direct ion

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

40

32

24

16

8

8

16

24

32

40

SFD (With Factor Reduction ) Y-Direction

Cy1 Cy2

WSD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

40

32

24

16

8

8

16

24

32

40

SFD (tons) :Rft. in Y- Direction

Cy1 Cy2

WSD


10/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

2

0.4

1.2

2.8

4.4

6

7.6

9.2

10.8

12.4

14

Not Include Moment My


BMD (tons.m) for : Rft. in Y- Direction

Cy1 Cy2

WSD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

3

6

9

12

15

18

21

24

27

30

Ac ( cm2 )

At ( cm2 )

Steel Area (cm2) for Rft in Y-Direction

Cy1 Cy2

WSD


11/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

30

26.5

23

19.5

16

12.5

9

5.5

2

1.5

5

As top ( cm2 )

As bot ( cm2 )


Cy1 Cy2

Top Bar

Bottom Bar

WSD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

10

8.9

7.8

6.7

5.6

4.5

3.4

2.3

1.2

0.1

1

Num Bar - top

Num Bar - bot

Num Bars Top-Bot for Rft in Y-Direction

Cy1 Cy2

Top Bar

Bottom Bar

WSD

------------------------------------------------------------End WSD Plotting-------------------------------------------------------------------------


12/17

6.2 ) USD

6.2.1 ) USD X-Direction

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

100

82

64

46

28

10

8

26

44

62

80

SFD (With Factor Reduction ) X-Direction

Cx1 Cx2

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

100

82

64

46

28

10

8

26

44

62

80

SFD (tons) :Rft. in X- Direction

Cx1 Cx2

USD


13/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

5

2

1

4

7

10

13

16

19

22

25

Not Include Moment Mx


BMD (tons.m) for : Rft. in X- Direction

Cx1 Cx2

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

3

6

9

12

15

18

21

24

27

30

Ac (cm2)

At (cm2)


Cx1 Cx2

USD


14/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

30

27

24

21

18

15

12

9

6

3

As top (cm2)

As bot (cm2)


Cx1 Cx2

Top Bar

Bottom Bar

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

10

9

8

7

6

5

4

3

2

1

Num Bar - top

Num Bar - bot

Num Bars Top-Bot for Rft in X-Direction

Cx1 Cx2

Top Bar

Bottom Bar

USD


15/17

6.2.2 ) USD Y-Direct ion

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

60

48

36

24

12

12

24

36

48

60

SFD (With Factor Reduction ) Y-Direction

Cy1 Cy2

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

60

48

36

24

12

12

24

36

48

60

SFD (tons) :Rft. in Y- Direction

Cy1 Cy2

USD


16/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

2

0.2

2.4

4.6

6.8

9

11.2

13.4

15.6

17.8

20

Not Include Moment My


BMD (tons.m) for : Rft. in Y- Direction

Cy1 Cy2

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

2.5

5

7.5

10

12.5

15

17.5

20

22.5

25

Ac (cm2)

At (cn2)


Cy1 Cy2

USD


17/17

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

25

22

19

16

13

10

7

4

1

2

5

As top(cm2)

As bot (cn2)


Cy1 Cy2Top Bar

Bottom Bar

USD

0.8 0.64 0.48 0.32 0.16 0 0.16 0.32 0.48 0.64 0.8

8

7.1

6.2

5.3

4.4

3.5

2.6

1.7

0.8

0.1

1

Num Bar - top

Num Bar - bot

Num Bars Top-Bot for Rft in Y-Direction

Cy1 Cy2Top Bar

Bottom Bar

USD

mathcad 65 summary usd=ex 3 f422 winit 11.6

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