MasterRC Pile Cap.pdf

7/27/2019 MasterRC Pile Cap.pdf

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MasterRC : Pile Cap - MasterRC Pile Cap Examples C:\MSPROGWD\MASTER\PileCap Examples 3

10000

MasterSeries User Company1 Circular Road

Newtownabbey

Co. Antrim, BT38 0RA

Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 871

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:

MasterRC - Pile Cap Design

PileCap Reference 2

1150

2950

575

900 900 575

575

575

1500

80

8-T20-01@125-U-Bar B1

1 1

9-T20-02@100-U-Bar T1

22

14-T16-03@200-U-Bar B2 27-T20-04@100-U-Bar T2

5

5

5

5

5

5

5

5

15-T20-05-100-Side-L-Bars15-T20-05-100-Side-L-Bars

15-T20-05-100-Side-L-Bars15-T20-05-

100-Side-L-Bars

Summary of Design DataWorking vertical load per pile 1500kNPile dia., cap o/a depth, overhang: 600mm, 1500mm, 275mmPile spacing, centre to centre: 3.00 dia. (1800mm)Column size: 300mm. (x-x) x 300mm. (y-y)Concrete grade: 40

Concrete cover to reinforcement: Bottom: 80mm., sides and top: 70mm.Overall plan dimensions: Width (x-x): 2950mm. Length (y-y): 1150mm.

Calculations:No. of piles 1922/1500 2Load per pile (service) (800 + 1000 + 122 )/2 961kN OK Load per pile (Ultimate) ((800+122.1)1.40 + (10001.60))/2 = 2890/2 1445kNLoad per pile (Ultimate Net) (8001.40 + 10001.60)/2 = 2720/2 1360kNMyy = Fp(L-a/2) 1445.0(0.900 - 0.300/2) 1084.0 kN.mMyy sw = 1.4024BDla/2 1.40241.1501.5001.325/2 51.0 kN.m

Myy res= Myy - Myy sw 1084.0 - 51.0 1033.0 kN.mY-Y Axis: Layer B1

Reinf% = 100As/BD As = 8T20@125 = 2512 => 1002512/(11501500) 0.15%Asreq = fn(M/(Bd), fcu, fy) 1033.0/(11501410.0) = 0.45, 40, 460 2242 mm OK Shear on Y-Y plane [3.11.4.4] L=1150, d=1410, Av=570, AsXX=0, AsYY=2512

Vu = 0.891 N/mm,Vc = enh 2.124 N/mm 0.42 OK


2/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 872

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 3

2099

1349

2300

750

400

750 750 400

400

433

866

400

1400

75

4-T25-01@200-U-Bar B1

1 1

7-T20-02@200-U-Bar B1(a-g)

4-T16-03@200-U-Bar T1

33

7-T16-04@200-U-Bar B1(a-g)

4-T25-05@200-U-Bar B2

4-T20-06@200-U-Bar B1(a-d)

4-T20-06@200-U-Bar B1(a-d)

4-T16-07@200-U-Bar T2

4-T16-

08@200-U-Bar T2(a-d)

4-T16-08@200-U-Bar T2(a-d)

9

9

9

9

10

10

8-T16-09-200-Side-Bars8-T16-09-200-Side-Bars

8-T16-10-200-Side-Bars

Summary of Design DataWorking vertical load per pile 1020kNPile dia., cap o/a depth, overhang: 500mm, 1400mm, 150mmPile spacing, centre to centre: 3.00 dia. (1500mm)Column size: 300mm. (x-x) x 300mm. (y-y)Concrete grade: 30Concrete cover to reinforcement: Bottom: 75mm., sides and top: 50mm.

Overall plan dimensions: Width (x-x): 2300mm. Length (y-y): 2099mm.

Calculations:No. of piles 2403/1020 3Load per pile (service) (1000 + 1276 + 128 )/3 801kN OK Load per pile (Ultimate) ((1000+128.2)1.40 + (12761.60))/3 = 3621/3 1207kNLoad per pile (Ultimate Net) (10001.40 + 12761.60)/3 = 3441/3 1147kN


3/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 873

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 4

3300

3300

450

1200 1200 450

450

1200

1200

450

1400

75

15-T25-01@200-U-Bar B1

1 1

20-T20-02@150-U-Bar T1

22

15-T25-03@200-U-Bar B2 20-T20-

04@150-U-Bar T2

5

5

5

5

5

5

5

5



Summary of Design DataWorking vertical load per pile 900kNPile dia., cap o/a depth, overhang: 600mm, 1400mm, 150mmPile spacing, centre to centre: 4.00 dia. (2400mm)Column size: 300mm. (x-x) x 300mm. (y-y)Concrete grade: 40Concrete cover to reinforcement: Bottom: 75mm., sides and top: 50mm.Overall plan dimensions: Width (x-x): 3300mm. Length (y-y): 3300mm.


Pile Cap Design MomentsM = 2Fp(L-b/2) 21208 0(1 200 - 0 300/2) 2537 0 kN m


4/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 874

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 5

3446

3446

450 1273 1273 450

450

1273

1273

450

1400

75

13-T25-01@250-U-Bar B1

1 1

21-T20-02@150-U-Bar T1

22

13-T25-03@250-U-Bar B2 21-T20-04@150-U-Bar T2

5

5

5

5

5

5

5

5




Calculations:No. of piles 3550/800 5Load per pile (service) (1150 + 2000 + 399 )/5 710kN OK Load per pile (Ultimate) ((1150+399.)1.40 + (20001.60))/5 = 5370/5 1074kNLoad per pile (Ultimate Net) (11501.40 + 20001.60)/5 = 4810/5 962kN

Y-Y Axis: Layer B1Reinf% = 100As/BD As = 13T25@250 = 6383 => 1006383/(34461400) 0.13%


5/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 875

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 6

2700

4500

450 1800 1800 450

450

900

900

450

1400

75

11-T25-01@225-U-Bar B1

1 1

16-T20-02@150-U-Bar T1

22

19-T25-03@225-U-Bar B2 28-T20-04@150-U-Bar T2

5

5

5

5

5

5

5

5



Summary of Design DataWorking vertical load per pile 700kNPile dia., cap o/a depth, overhang: 600mm, 1400mm, 150mmPile spacing, centre to centre: 3.00 dia. (1800mm)Column size: 300mm. (x-x) x 300mm. (y-y)

Concrete grade: 40Concrete cover to reinforcement: Bottom: 75mm., sides and top: 50mm.Overall plan dimensions: Width (x-x): 4500mm. Length (y-y): 2700mm.


Pile Cap Design Moments

Mxx = 3Fp(L-b/2) 3897.0(0.900 - 0.300/2) 2018.0 kN.mMxx sw = 1.4024BDla/2 1.40244.5001.4001.200/2 152.0 kN.mMxx res= Mxx - Mxx sw 2018.0 - 152.0 1866.0 kN.mMyy = 2Fp(L-a/2) 2897.0(1.800 - 0.300/2) 2960.0 kN.mMyy sw = 1.4024BDla/2 1.40242.7001.4002.100/2 280.0 kN.mMyy res= Myy - Myy sw 2960.0 - 280.0 2680.0 kN.m

Y-Y Axis: Layer B1i f% 100A / A 11 2 @22 401 100 401/(2 00 1400) 0 14%


6/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 876

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 7

4018

2009

4640

1160

520 900 900 900 900 520

450

1559

1559

450

1400

75

11-T25-02@200-U-Bar B1(a-,)

11-T25-02@200-U-Bar B1(a-,)

2 2

11-T16-04@200-U-Bar T1(a-,)

11-T16-04@200-U-Bar T1(a-,)

44

12-T25-05@200-U-Bar B2

5-T25-06@200-U-Bar B1(a-e)

5-T25-06@200-U-Bar B1(a-e)

12-T16-07@200-U-Bar T2

5-T16-08@200-U-Bar T2(a-e)

5-T16-08@200-U-Bar T2(a-e)

9 9

9

9 9

9


10-T20-09-150-Side-Bars


Calculations:

No. of piles 4172/650 7Load per pile (service) (1450 + 2250 + 470 )/7 596kN OK Load per pile (Ultimate) ((1450+469.7)1.40 + (22501.60))/7 = 6286/7 898kNLoad per pile (Ultimate Net) (14501.40 + 22501.60)/7 = 5628/7 804kN

Pile Cap Design MomentsMxx = 2Fp(L-b/2) 2898.0(1.559 - 0.300/2) 2530.0 kN.mMxx sw = 1.4024BDla/2 1.40242.3201.4001.859/2 188.0 kN.mM res= M - M sw 2530 0 - 188 0 2342 0 kN m


7/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 877

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 8

4018

4500

450 900 900 900 900 450

450

1559

1559

450

1400

75

17-T25-01@225-U-Bar B1

1 1

25-T20-02@150-U-Bar T1

22

19-T25-03@225-U-Bar B2 28-T20-04@150-U-Bar T2

5

5

5

5

5

5

5

5



Summary of Design Data

Working vertical load per pile 550kNPile dia., cap o/a depth, overhang: 600mm, 1400mm, 150mmPile spacing, centre to centre: 3.00 dia. (1800mm)Column size: 300mm. (x-x) x 300mm. (y-y)Concrete grade: 40Concrete cover to reinforcement: Bottom: 75mm., sides and top: 50mm.Overall plan dimensions: Width (x-x): 4500mm. Length (y-y): 4018mm.

Calculations:No. of piles 4304/550 8

Load per pile (service) (1450 + 2250 + 608 )/8 538kN OK Load per pile (Ultimate) ((1450+607.5)1.40 + (22501.60))/8 = 6480/8 810kNLoad per pile (Ultimate Net) (14501.40 + 22501.60)/8 = 5632/8 704kN

Pile Cap Design MomentsMxx = 3Fp(L-b/2) 3810.0(1.559 - 0.300/2) 1529.0 kN.mMxx sw = 1.4024BDla/2 1.40244.5001.4001.859/2 366.0 kN.mMxx res= Mxx - Mxx sw 1529.0 - 366.0 1163.0 kN.mM = 2Fp(L a/2) + Fp(L/2 a/2) 2810 0(1 800 0 300/2) + 704 (1 800 /2 0 300/2) 3280 0 kN m


8/20


10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 878

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:


PileCap Reference 9

4500

4500

450 1800 1800 450

450

1800

1800

450

1400

75

19-T25-01@225-U-Bar B1

1 1

17-T20-02@250-U-Bar T1

22

19-T25-03@225-U-Bar B2 17-T20-04@250-U-Bar T2

5

5

5

5

5

5

5

5





Pile Cap Design MomentsMxx = 3Fp(L-b/2) 3731.0(1.800 - 0.300/2) 3618.0 kN.mMxx sw = 1.4024BDla/2 1.40244.5001.4002.100/2 467.0 kN.mMxx res= Mxx - Mxx sw 3618.0 - 467.0 3151.0 kN.m


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PileCap - MasterRC Pile Cap Examples C:\MSPROGWD\MASTER\PileCap Examples 3

10000

MasterSeries User Company 1 Circular Road, Newtownabbey, Co. Antrim, BT38 0RA Ref. : Sample Output, / 879, Date : 31/03/2003

Civil and Structural Computer Services Limited, 1 Circular Road, Newtownabbey, Co. Antrim BT37 0RA, Tel: 028 9036 5950 Fax: 028 9036 5102

PileCap Reference 2

1150

2950

575 900 900 575

575

575

1500

80

8-T20-01@125-U-Bar B1

1 1

9-T20-01@100-U-Bar T1

11

14-T16-02@200-U-Bar B2 27-T20-03@100-U-Bar T2

4

4

4

4

4

4

4

4




10/20


10000



PileCap Reference 3

2099

1349

2300

750

400 750 750 400

400

433

866

400

1400

75

4-T25-05@200-U-Bar B1

5 5

7-T20-06@200-U-Bar B1(a-g)

4-T16-07@200-U-Bar T1

77

7-T16-03@200-U-Bar B1(a-g)

4-T25-08@200-U-Bar B2

4-T20-09@200-U-Bar B1(a-d)

4-T20-09@200-U-Bar B1(a-d)

4-T16-10@200-U-Bar T2

4-T16-11@200-U-Bar T2(a-d)

4-T16-11@200-U-Bar T2(a-d)

12

12

12

12

13

13


8-T16-13-200-Side-Bars


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PileCap Reference 4

3300

3300

450 1200 1200 450

450

1200

1200

450

1400

75

15-T25-14@200-U-Bar B1

14 14

20-T20-15@150-U-Bar T1

1515

15-T25-16@200-U-Bar B220-T20-17@150-U-Bar T2

18

18

18

18

18

18

18

18




12/20


10000



PileCap Reference 5

3446

3446

450 1273 1273 450

450

1273

1273

450

1400

75

13-T25-19@250-U-Bar B1

19 19

21-T20-20@150-U-Bar T1

2020

13-T25-21@250-U-Bar B221-T20-22@150-U-Bar T2

23

23

23

23

23

23

23

23




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PileCap Reference 6

2700

4500

450 1800 1800 450

450

900

900

450

1400

75

11-T25-24@225-U-Bar B1

24 24

16-T20-25@150-U-Bar T1

2525

19-T25-26@225-U-Bar B2 28-T20-27@150-U-Bar T2

28

28

28

28

28

28

28

28




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PileCap Reference 7

4018

2009

4640

1160

520 900 900 900 900 520

450

1559

1559

450

1400

75

11-T25-29@200-U-Bar B1(a-,)

11-T25-29@200-U-Bar B1(a-,)

29 29

11-T16-30@200-U-Bar T1(a-,)

11-T16-30@200-U-Bar T1(a-,)

3030

12-T25-31@200-U-Bar B2

5-T25-32@200-U-Bar B1(a-e)

5-T25-32@200-U-Bar B1(a-e)

12-T16-33@200-U-Bar T2

5-T16-34@200-U-Bar T2(a-e)

5-T16-34@200-U-Bar T2(a-e)

35 35

35

35 35

35


10-T20-35-150-Side-Bars


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PileCap Reference 8

4018

4500

450 900 900 900 900 450

450

1559

1559

450

1400

75

17-T25-24@225-U-Bar B1

24 24

25-T20-25@150-U-Bar T1

2525

19-T25-36@225-U-Bar B228-T20-37@150-U-Bar T2

38

38

38

38

38

38

38

38




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PileCap Reference 9

4500

4500

450 1800 1800 450

450

1800

1800

450

1400

75

19-T25-24@225-U-Bar B1

24 24

17-T20-25@250-U-Bar T1

2525

19-T25-39@225-U-Bar B217-T20-40@250-U-Bar T2

41

41

41

41

41

41

41

41



MasterRC : Scheduler - MasterRC Pile Cap Examples C:\MSPROGWD\MASTER\PileCap Examples 3


17/20

10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 887

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:

Drawing no. Schedule Sheet Rev

0 1

Member Bar Type No. No.of Total Length Shape Bending Dimensions R mark and of bars no. of each code A B C D E/R e

size mbrs in bar+ veach mm mm mm mm mm mm

PileCap Reference 2

01 T20 1 17 17 5150 38 1250 2750

02 T16 1 14 14 3300 38 1215 950

03 T20 1 27 27 2100 38 625 950

04 T20 1 60 60 2625 37 1785

PileCap Reference 4

05 T25 1 15 15 4725 38 865 3140

06 T20 1 20 20 5300 38 1130 3140

07 T25 1 15 15 4650 38 820 3140

08 T20 1 20 20 5225 38 1085 3140

09 T20 1 40 40 3925 37 1980

PileCap Reference 5

10 T25 1 13 13 4875 38 865 3285

11 T20 1 21 21 5450 38 1130 3285

12 T25 1 13 13 4775 38 820 3285

13 T20 1 21 21 5375 38 1085 3285

14 T20 1 40 40 4075 37 2055

PileCap Reference 6

15 T25 1 11 11 5925 38 865 4340

16 T20 1 16 16 6500 38 1130 4340

MasterRC : Scheduler - MasterRC Pile Cap Examples C:\MSPROGWD\MASTER\PileCap Examples 3


18/20

10000


Newtownabbey


Tel: 028 9036 5950 Fax: 028 9036 5102

Job Ref

Sheet

Made by

Date

Checked

Approved

: Sample Output

: / 888

: I.G. Snounou

: 31 March 2003 / Ver. 2003.04

: A.T. White

:

Drawing no. Schedule Sheet Rev

0 2

Member Bar Type No. No.of Total Length Shape Bending Dimensions R mark and of bars no. of each code A B C D E/R e

size mbrs in bar+ veach mm mm mm mm mm mm

PileCap Reference 8 (continued)

22 T20 1 40 40 4875 37 2580

PileCap Reference 9

15 T25 1 19 19 5925 38 865 4340

16 T20 1 17 17 6500 38 1130 4340

23 T25 1 19 19 5850 38 820 4340

24 T20 1 17 17 6425 38 1085 4340

25 T20 1 40 40 5125 37 2580

END OF BAR LIST FOR THIS SCHEDULE


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PileCap Reference 9

4500

4500

450 1800 1800 450

450

1800

1800

450

1400

75

19-T25-01@225-U-Bar B1

1 1

17-T20-02@250-U-Bar T1

22

19-T25-03@225-U-Bar B2 17-T20-04@250-U-Bar T2

5

5

5

5

5

5

5

5



Summary of Design DataWorking vertical load per pile 500kNPile dia.,cap o/a depth, overhang: 600mm, 1400mm, 150mm


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Pile spacing, centre to centre: 3.00 dia. (1800mm)Column size: 300mm. (x-x) x 300mm. (y-y)Concrete grade: 40

Concretecover to reinforcement: Bottom: 75mm., sides and top: 50mm.Overall plan dimensions: Width (x-x): 4500mm. Length (y-y): 4500mm.


Pile Cap Design MomentsMxx = 3Fp(L-b/2) 3731.0(1.800 - 0.300/2) 3618.0 kN.m

Mxx sw = 1.4024BDla/2 1.40244.5001.4002.100/2 467.0 kN.mMxx res= Mxx - Mxx sw 3618.0 - 467.0 3151.0 kN.mMyy = 3Fp(L-a/2) 3731.0(1.800 - 0.300/2) 3618.0 kN.mMyy sw = 1.4024BDla/2 1.40244.5001.4002.100/2 467.0 kN.mMyy res= Myy - Myysw 3618.0 - 467.0 3151.0 kN.m

Y-Y Axis: Layer B1Reinf% = 100As/BD As = 19T25@225 = 9329 => 1009329/(45001400) 0.15%Asreq = fn(M/(Bd), fcu, fy) 3151.0/(45001312.0) = 0.41, 40, 460 8190 mm OK Shear on Y-Y plane [3.11.4.4] L=4500, d=1312, Av=1470, AsXX=0, AsYY=9329


Shear on X-X plane [3.11.4.4] L=4500, d=1288, Av=1470, AsXX=9329, AsYY=0Vu = 0.378 N/mm,Vc = enh 0.762 N/mm 0.50 OK

Punching ShearColumn Head [3.11.4.5] L=1200, d=1312, Av=, AsXX=0, AsYY=0

Vu = 0.929 N/mm,Vc = enh 5.000 N/mm 0.19 OK Shear perimeter [3.11.4.5] L=9164, d=1300, Av=933, AsXX=6596, AsYY=6596


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MasterRC Pile Cap.pdf