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VALUE OF KY(+ve) KY(-ve) VALUES OF KX(+VE)

CASE NUMBER 1 2 CASE NUMBER 1 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08

1 0.024 0.032 1 0.024 0.0244 0.0248 0.0252 0.0256 0.026 0.0264 0.0268 0.0272

2 0.028 0.037 2 0.028 0.0284 0.0288 0.0292 0.0296 0.03 0.0304 0.0308 0.0312

3 0.028 0.037 3 0.028 0.0285 0.029 0.0295 0.03 0.0305 0.031 0.0315 0.032

4 0.035 0.047 4 0.035 0.0355 0.036 0.0365 0.037 0.0375 0.038 0.0385 0.039

5 0.035 0 5 0.035 0.0352 0.0354 0.0356 0.0358 0.036 0.0362 0.0364 0.0366

6 0.035 0.045 6 0.035 0.0358 0.0366 0.0374 0.0382 0.039 0.0398 0.0406 0.0414

7 0.043 0 7 0.043 0.0435 0.044 0.0445 0.045 0.0455 0.046 0.0465 0.047

8 0.043 0.057 8 0.043 0.0438 0.0446 0.0454 0.0462 0.047 0.0478 0.0486 0.0494

9 0.056 0 9 0.056 0.0568 0.0576 0.0584 0.0592 0.06 0.0608 0.0616 0.0624

VALUES OF KX(-VE)

Case No: Case Discription CASE NUMBER

1 Interior Pannel 1 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08

2 One Short Edge Discontinuous' 1 0.032 0.0325 0.033 0.0335 0.034 0.0345 0.035 0.0355 0.036

3 One Long Edge Discontinuous' 2 0.037 0.0376 0.0382 0.0388 0.0394 0.04 0.0406 0.0412 0.0418

4 Two Adjacent Edges Discontinuous 3 0.037 0.0377 0.0384 0.0391 0.0398 0.0405 0.0412 0.0419 0.0426

5 Two Short Edges Discontinuous 4 0.047 0.0476 0.0482 0.0488 0.0494 0.05 0.0506 0.0512 0.0518

6 Two Long Edges Discontinuous 5 0.045 0.0454 0.0458 0.0462 0.0466 0.047 0.0474 0.0478 0.0482

7 Three Edges Disontinuos - One Long Edge Continuous) 6 0 0 0 0 0 0 0 0 0

8 Three Edges Disontinuos - One Short Edge Continuous) 7 0.057 0.0577 0.0584 0.0591 0.0598 0.0605 0.0612 0.0619 0.0626

9 Four Edges Discontinuous 8 0 0 0 0 0 0 0 0 0

9 0 0 0 0 0 0 0 0 0

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1.15 1.16 1.17 1.18 1.19 1.2 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.3 1.31 1.32 1.33 1.3

0.03 0.0304 0.0308 0.0312 0.0316 0.032 0.0324 0.0328 0.0332 0.0336 0.034 0.0344 0.0348 0.0352 0.0356 0.036 0.0363 0.0366 0.0369 0.03

0.034 0.0344 0.0348 0.0352 0.0356 0.036 0.0363 0.0366 0.0369 0.0372 0.0375 0.0378 0.0381 0.0384 0.0387 0.039 0.0392 0.0394 0.0396 0.03

0.036 0.0366 0.0372 0.0378 0.0384 0.039 0.0395 0.04 0.0405 0.041 0.0415 0.042 0.0425 0.043 0.0435 0.044 0.0443 0.0446 0.0449 0.04

0.0425 0.043 0.0435 0.044 0.0445 0.045 0.0454 0.0458 0.0462 0.0466 0.047 0.0474 0.0478 0.0482 0.0486 0.049 0.0494 0.0498 0.0502 0.05

0.0385 0.0388 0.0391 0.0394 0.0397 0.04 0.0403 0.0406 0.0409 0.0412 0.0415 0.0418 0.0421 0.0424 0.0427 0.043 0.0431 0.0432 0.0433 0.04

0.047 0.0478 0.0486 0.0494 0.0502 0.051 0.0516 0.0522 0.0528 0.0534 0.054 0.0546 0.0552 0.0558 0.0564 0.057 0.0576 0.0582 0.0588 0.05

0.0505 0.051 0.0515 0.052 0.0525 0.053 0.0534 0.0538 0.0542 0.0546 0.055 0.0554 0.0558 0.0562 0.0566 0.057 0.0573 0.0576 0.0579 0.05

0.055 0.0558 0.0566 0.0574 0.0582 0.059 0.0596 0.0602 0.0608 0.0614 0.062 0.0626 0.0632 0.0638 0.0644 0.065 0.0656 0.0662 0.0668 0.06

0.068 0.0688 0.0696 0.0704 0.0712 0.072 0.0727 0.0734 0.0741 0.0748 0.0755 0.0762 0.0769 0.0776 0.0783 0.079 0.0796 0.0802 0.0808 0.08

1.15 1.16 1.17 1.18 1.19 1.2 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.3 1.31 1.32 1.33 1.3

0.04 0.0406 0.0412 0.0418 0.0424 0.043 0.0434 0.0438 0.0442 0.0446 0.045 0.0454 0.0458 0.0462 0.0466 0.047 0.0474 0.0478 0.0482 0.04

0.0455 0.046 0.0465 0.047 0.0475 0.048 0.0483 0.0486 0.0489 0.0492 0.0495 0.0498 0.0501 0.0504 0.0507 0.051 0.0514 0.0518 0.0522 0.05

0.048 0.0488 0.0496 0.0504 0.0512 0.052 0.0525 0.053 0.0535 0.054 0.0545 0.055 0.0555 0.056 0.0565 0.057 0.0576 0.0582 0.0588 0.05

0.0565 0.0572 0.0579 0.0586 0.0593 0.06 0.0605 0.061 0.0615 0.062 0.0625 0.063 0.0635 0.064 0.0645 0.065 0.0656 0.0662 0.0668 0.06

0.0505 0.0508 0.0511 0.0514 0.0517 0.052 0.0524 0.0528 0.0532 0.0536 0.054 0.0544 0.0548 0.0552 0.0556 0.056 0.0563 0.0566 0.0569 0.05

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.0675 0.0682 0.0689 0.0696 0.0703 0.071 0.0715 0.072 0.0725 0.073 0.0735 0.074 0.0745 0.075 0.0755 0.076 0.0764 0.0768 0.0772 0.07

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.5 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.6

0.0392 0.0394 0.0396 0.0398 0.04 0.0402 0.0404 0.0406 0.0408 0.041 0.04116 0.04132 0.04148 0.04164 0.0418 0.04196 0.04212 0.04228 0.04244 0.04

0.0413 0.0416 0.0419 0.0422 0.0425 0.0428 0.0431 0.0434 0.0437 0.044 0.04416 0.04432 0.04448 0.04464 0.0448 0.04496 0.04512 0.04528 0.04544 0.04

0.0474 0.0478 0.0482 0.0486 0.049 0.0494 0.0498 0.0502 0.0506 0.051 0.05132 0.05164 0.05196 0.05228 0.0526 0.05292 0.05324 0.05356 0.05388 0.05

0.0533 0.0536 0.0539 0.0542 0.0545 0.0548 0.0551 0.0554 0.0557 0.056 0.05628 0.05656 0.05684 0.05712 0.0574 0.05768 0.05796 0.05824 0.05852 0.05

0.0441 0.0442 0.0443 0.0444 0.0445 0.0446 0.0447 0.0448 0.0449 0.045 0.04516 0.04532 0.04548 0.04564 0.0458 0.04596 0.04612 0.04628 0.04644 0.04

0.0635 0.064 0.0645 0.065 0.0655 0.066 0.0665 0.067 0.0675 0.068 0.06848 0.06896 0.06944 0.06992 0.0704 0.07088 0.07136 0.07184 0.07232 0.07

0.0604 0.0608 0.0612 0.0616 0.062 0.0624 0.0628 0.0632 0.0636 0.064 0.0642 0.0644 0.0646 0.0648 0.065 0.0652 0.0654 0.0656 0.0658 0.06

0.0715 0.072 0.0725 0.073 0.0735 0.074 0.0745 0.075 0.0755 0.076 0.07644 0.07688 0.07732 0.07776 0.0782 0.07864 0.07908 0.07952 0.07996 0.08

0.0854 0.0858 0.0862 0.0866 0.087 0.0874 0.0878 0.0882 0.0886 0.089 0.08944 0.08988 0.09032 0.09076 0.0912 0.09164 0.09208 0.09252 0.09296 0.09

1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.5 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.6

0.0512 0.0514 0.0516 0.0518 0.052 0.0522 0.0524 0.0526 0.0528 0.053 0.05328 0.05356 0.05384 0.05412 0.0544 0.05468 0.05496 0.05524 0.05552 0.05

0.0552 0.0554 0.0556 0.0558 0.056 0.0562 0.0564 0.0566 0.0568 0.057 0.05728 0.05756 0.05784 0.05812 0.0584 0.05868 0.05896 0.05924 0.05952 0.05

0.0634 0.0638 0.0642 0.0646 0.065 0.0654 0.0658 0.0662 0.0666 0.067 0.0674 0.0678 0.0682 0.0686 0.069 0.0694 0.0698 0.0702 0.0706 0.07

0.0714 0.0718 0.0722 0.0726 0.073 0.0734 0.0738 0.0742 0.0746 0.075 0.07536 0.07572 0.07608 0.07644 0.0768 0.07716 0.07752 0.07788 0.07824 0.07

0.0591 0.0592 0.0593 0.0594 0.0595 0.0596 0.0597 0.0598 0.0599 0.06 0.0602 0.0604 0.0606 0.0608 0.061 0.0612 0.0614 0.0616 0.0618 0.06

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.0804 0.0808 0.0812 0.0816 0.082 0.0824 0.0828 0.0832 0.0836 0.084 0.08428 0.08456 0.08484 0.08512 0.0854 0.08568 0.08596 0.08624 0.08652 0.08

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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1.67 1.68 1.69 1.7 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.8 1.81 1.82 1.83 1.84 1.85 1.8

0.04372 0.04388 0.04404 0.0442 0.04436 0.04452 0.04468 0.04484 0.045 0.04516 0.04532 0.04548 0.04564 0.0458 0.04596 0.04612 0.04628 0.04644 0.0466 0.046

0.04672 0.04688 0.04704 0.0472 0.04736 0.04752 0.04768 0.04784 0.048 0.04816 0.04832 0.04848 0.04864 0.0488 0.04896 0.04912 0.04928 0.04944 0.0496 0.049

0.05644 0.05676 0.05708 0.0574 0.05772 0.05804 0.05836 0.05868 0.059 0.05924 0.05948 0.05972 0.05996 0.0602 0.06044 0.06068 0.06092 0.06116 0.0614 0.06

0.06076 0.06104 0.06132 0.0616 0.06188 0.06216 0.06244 0.06272 0.063 0.06324 0.06348 0.06372 0.06396 0.0642 0.06444 0.06468 0.06492 0.06516 0.0654 0.065

0.04772 0.04788 0.04804 0.0482 0.04836 0.04852 0.04868 0.04884 0.049 0.04912 0.04924 0.04936 0.04948 0.0496 0.04972 0.04984 0.04996 0.05008 0.0502 0.050

0.07616 0.07664 0.07712 0.0776 0.07808 0.07856 0.07904 0.07952 0.08 0.08032 0.08064 0.08096 0.08128 0.0816 0.08192 0.08224 0.08256 0.08288 0.0832 0.083

0.0674 0.0676 0.0678 0.068 0.0682 0.0684 0.0686 0.0688 0.069 0.06916 0.06932 0.06948 0.06964 0.0698 0.06996 0.07012 0.07028 0.07044 0.0706 0.070

0.08348 0.08392 0.08436 0.0848 0.08524 0.08568 0.08612 0.08656 0.087 0.08736 0.08772 0.08808 0.08844 0.0888 0.08916 0.08952 0.08988 0.09024 0.0906 0.090

0.09648 0.09692 0.09736 0.0978 0.09824 0.09868 0.09912 0.09956 0.1 0.10028 0.10056 0.10084 0.10112 0.1014 0.10168 0.10196 0.10224 0.10252 0.1028 0.103

1.67 1.68 1.69 1.7 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.8 1.81 1.82 1.83 1.84 1.85 1.8

0.05776 0.05804 0.05832 0.0586 0.05888 0.05916 0.05944 0.05972 0.06 0.0602 0.0604 0.0606 0.0608 0.061 0.0612 0.0614 0.0616 0.0618 0.062 0.06

0.06176 0.06204 0.06232 0.0626 0.06288 0.06316 0.06344 0.06372 0.064 0.06416 0.06432 0.06448 0.06464 0.0648 0.06496 0.06512 0.06528 0.06544 0.0656 0.065

0.0738 0.0742 0.0746 0.075 0.0754 0.0758 0.0762 0.0766 0.077 0.07732 0.07764 0.07796 0.07828 0.0786 0.07892 0.07924 0.07956 0.07988 0.0802 0.080

0.08112 0.08148 0.08184 0.0822 0.08256 0.08292 0.08328 0.08364 0.084 0.08428 0.08456 0.08484 0.08512 0.0854 0.08568 0.08596 0.08624 0.08652 0.0868 0.087

0.0634 0.0636 0.0638 0.064 0.0642 0.0644 0.0646 0.0648 0.065 0.06516 0.06532 0.06548 0.06564 0.0658 0.06596 0.06612 0.06628 0.06644 0.0666 0.066

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0.08876 0.08904 0.08932 0.0896 0.08988 0.09016 0.09044 0.09072 0.091 0.09124 0.09148 0.09172 0.09196 0.0922 0.09244 0.09268 0.09292 0.09316 0.0934 0.093

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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1.93 1.94 1.95 1.96 1.97 1.98 1.99 2

0.04788 0.04804 0.0482 0.04836 0.04852 0.04868 0.04884 0.049

0.05088 0.05104 0.0512 0.05136 0.05152 0.05168 0.05184 0.052

0.06332 0.06356 0.0638 0.06404 0.06428 0.06452 0.06476 0.065

0.06732 0.06756 0.0678 0.06804 0.06828 0.06852 0.06876 0.069

0.05116 0.05128 0.0514 0.05152 0.05164 0.05176 0.05188 0.052

0.08576 0.08608 0.0864 0.08672 0.08704 0.08736 0.08768 0.088

0.07188 0.07204 0.0722 0.07236 0.07252 0.07268 0.07284 0.073

0.09348 0.09384 0.0942 0.09456 0.09492 0.09528 0.09564 0.096

0.10504 0.10532 0.1056 0.10588 0.10616 0.10644 0.10672 0.107

1.93 1.94 1.95 1.96 1.97 1.98 1.99 2

0.0636 0.0638 0.064 0.0642 0.0644 0.0646 0.0648 0.065

0.06688 0.06704 0.0672 0.06736 0.06752 0.06768 0.06784 0.068

0.08276 0.08308 0.0834 0.08372 0.08404 0.08436 0.08468 0.085

0.08904 0.08932 0.0896 0.08988 0.09016 0.09044 0.09072 0.091

0.06788 0.06804 0.0682 0.06836 0.06852 0.06868 0.06884 0.069

0 0 0 0 0 0 0 0

0.09532 0.09556 0.0958 0.09604 0.09628 0.09652 0.09676 0.097

0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

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By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 269.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 257.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 300 mm

Long Span (ly) 9.000 m Dead Load 7.5 KN/ m2

Short Span (lx) 8.770 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

LoadKN/ m

2

Condition As per I.S. Code 4 Two Adjacent Edges Discontinuous Total 14.000 KN/ m2

ly / lx 1.030

Partial FOS 1.5

Total 21 KN/ m2

Mid Span Support Service Stress 180.1 N/ mm2

Design Effective Span ( lx) 9.04 m Effective Span (lx) 9.04 m Pt required ( %) 0.21

Alpha x (+Ve) 0.0365 Alpha x (-Ve) 0.0488 Pt provided ( %) 0.34Ultimate BM 62.63 KN-m/ m Ultimate BM 83.73 KN-m/ m Modification Factor 1.96

Drequired = 177 mm

Rebars Reinforcement 0.19 % Reinforcement 0.25 % Dprovided = 269 mm

Area of Steel Reqd 558.7 mm2/ m ASTReqd. 758.7 mm2/ m

Spacing of bars 202.4 mm c/c Spacing of bars 149.1 mm c/c

Critical spacing 202.4 mm c/c Critical spacing 149.1 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 360.0 mm2/ mSpacing of bars 314.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span ( lx) 9.04 m Effective Span (lx) 9.04 m

Design Alpha y (+ve) 0.035 Alpha y (-Ve) 0.047

Ultimate BM 60.05 KN-m/ m Ultimate BM 80.641 KN-m/ m

Rebars Reinforcement 0.19 % Reinforcement 0.26 %

Area of bars 562.0 mm2/ m Area of bars 767.5 mm2/ m

Spacing of bars 201.2 mm c/c Spacing of bars 147.4 mm c/cCritical spacing 201.2 mm c/c Critical spacing 147.4 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 19.73

DUE TO LL = 10.96

(DL+LL) = 30.70

DUE TO DL = 20.31

DUE TO LL = 11.28

(DL+LL) = 31.59

SUUMARY OF DESIGN :-

OVERALL DEPTH = 300 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

26.310

14.617

40.927

42.101

UNFACORED LOAD FOR

MANUAL CALCULATION

27.065

15.036

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

7/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 120.0 mm Short Bars 500 10

Design Data :- deff(Long Span) 110.0 mm Long Bars 500 10

Fck 25 N/ mm2

Slab Thickness 150 mm

Long Span (ly) 5.500 m Dead Load 3.75 KN/ m2

Short Span (lx) 4.150 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 18.250 KN/ m2

ly / lx 1.330

Partial FOS 1.5

Total 27.375 KN/ m2

Mid Span Support Service Stress 187.6 N/ mm2

Design Effective Span (lx) 4.27 m Effective Span (lx) 4.27 m Pt required ( %) 0.34

Alpha x (+Ve) 0.0396 Alpha x (-Ve) 0.0522 Pt provided ( %) 0.52

Ultimate BM 19.77 KN-m/ m Ultimate BM 26.05 KN-m/ m Modification Factor 1.53

Drequired = 107 mm

Rebars Reinforcement 0.27 % Reinforcement 0.37 % Dprovided = 120 mm

Area of Steel Reqd 406.4 mm2/ m ASTReqd. 549.7 mm2/ m

Spacing of bars 193.3 mm c/c Spacing of bars 142.9 mm c/c

Critical spacing 193.3 mm c/c Critical spacing 142.9 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 628.3 Okay Ast Provided 628.3 Okay Minimum Reinforce 0.12 %

Area of bars 180.0 mm2/ mSpacing of bars 436.3 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 4.27 m Effective Span (lx) 4.27 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 13.98 KN-m/ m Ultimate BM 18.468 KN-m/ m

Rebars Reinforcement 0.21 % Reinforcement 0.28 %

Area of bars 309.6 mm2/ m Area of bars 417.9 mm2/ m

Spacing of bars 253.6 mm c/c Spacing of bars 187.9 mm c/cCritical spacing 253.6 mm c/c Critical spacing 187.9 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 628.3 Okay Ast Provided 628.3 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 13.75

DUE TO LL = 5.19

(DL+LL) = 18.93

DUE TO DL = 17.16

DUE TO LL = 6.47

(DL+LL) = 23.63

SUUMARY OF DESIGN :-

OVERALL DEPTH = 150 mm

SHORT SPAN STEEL = 10 mm Dia. @

LONG SPAN STEEL = 10 mm Dia. @

30.733

UNFACORED LOAD FOR

MANUAL CALCULATION

22.313

8.420

Long Bars

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

18.329

6.917

25.246

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

8/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 219.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 207.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 250 mm

Long Span (ly) 8.000 m Dead Load 6.25 KN/ m2

Short Span (lx) 5.500 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 4 Two Adjacent Edges Discontinuous Total 20.750 KN/ m2

ly / lx 1.460

Partial FOS 1.5

Total 31.125 KN/ m2

Mid Span Support Service Stress 199.1 N/ mm2

Design Effective Span (lx) 5.72 m Effective Span (lx) 5.72 m Pt required ( %) 0.28

Alpha x (+Ve) 0.0548 Alpha x (-Ve) 0.0734 Pt provided ( %) 0.41

Ultimate BM 55.79 KN-m/ m Ultimate BM 74.72 KN-m/ m Modification Factor 1.60

Drequired = 138 mm

Rebars Reinforcement 0.25 % Reinforcement 0.34 % Dprovided = 219 mm

Area of Steel Reqd 621.1 mm2/ m ASTReqd. 850.9 mm2/ m

Spacing of bars 182.1 mm c/c Spacing of bars 132.9 mm c/c

Critical spacing 182.1 mm c/c Critical spacing 132.9 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 300.0 mm2/ mSpacing of bars 377.0 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 5.72 m Effective Span (lx) 5.72 m

Design Alpha y (+ve) 0.035 Alpha y (-Ve) 0.047

Ultimate BM 35.63 KN-m/ m Ultimate BM 47.846 KN-m/ m

Rebars Reinforcement 0.16 % Reinforcement 0.22 %

Area of bars 412.3 mm2/ m Area of bars 562.2 mm2/ m

Spacing of bars 274.3 mm c/c Spacing of bars 201.2 mm c/cCritical spacing 274.3 mm c/c Critical spacing 201.2 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 21.66

DUE TO LL = 6.88

(DL+LL) = 28.53

DUE TO DL = 28.48

DUE TO LL = 9.04

(DL+LL) = 37.52

SUUMARY OF DESIGN :-

OVERALL DEPTH = 250 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

28.875

9.167

38.042

48.139

UNFACORED LOAD FOR

MANUAL CALCULATION

36.539

11.600

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

9/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 219.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 207.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 250 mm

Long Span (ly) 8.000 m Dead Load 6.25 KN/ m2

Short Span (lx) 5.500 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 20.750 KN/ m2

ly / lx 1.460

Partial FOS 1.5

Total 31.125 KN/ m2

Mid Span Support Service Stress 153.4 N/ mm2

Design Effective Span (lx) 5.72 m Effective Span (lx) 5.72 m Pt required ( %) 0.22

Alpha x (+Ve) 0.0428 Alpha x (-Ve) 0.0562 Pt provided ( %) 0.41

Ultimate BM 43.57 KN-m/ m Ultimate BM 57.21 KN-m/ m Modification Factor 2.00

Drequired = 110 mm

Rebars Reinforcement 0.19 % Reinforcement 0.26 % Dprovided = 219 mm

Area of Steel Reqd 478.5 mm2/ m ASTReqd. 638.0 mm2/ m

Spacing of bars 236.4 mm c/c Spacing of bars 177.3 mm c/c

Critical spacing 236.4 mm c/c Critical spacing 177.3 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 300.0 mm2/ mSpacing of bars 377.0 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 5.72 m Effective Span (lx) 5.72 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 28.50 KN-m/ m Ultimate BM 37.666 KN-m/ m

Rebars Reinforcement 0.13 % Reinforcement 0.17 %

Area of bars 327.0 mm2/ m Area of bars 437.0 mm2/ m

Spacing of bars 345.8 mm c/c Spacing of bars 258.8 mm c/cCritical spacing 300.0 mm c/c Critical spacing 258.8 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 21.66

DUE TO LL = 6.88

(DL+LL) = 28.53

DUE TO DL = 28.48

DUE TO LL = 9.04

(DL+LL) = 37.52

SUUMARY OF DESIGN :-

OVERALL DEPTH = 250 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

48.139

UNFACORED LOAD FOR

MANUAL CALCULATION

36.539

11.600

Long Bars

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

28.875

9.167

38.042

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

10/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 219.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 207.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 250 mm

Long Span (ly) 8.000 m Dead Load 6.25 KN/ m2

Short Span (lx) 6.190 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 20.750 KN/ m2

ly / lx 1.300

Partial FOS 1.5

Total 31.125 KN/ m2

Mid Span Support Service Stress 176.7 N/ mm2

Design Effective Span (lx) 6.41 m Effective Span (lx) 6.41 m Pt required ( %) 0.25

Alpha x (+Ve) 0.0390 Alpha x (-Ve) 0.0510 Pt provided ( %) 0.41

Ultimate BM 49.86 KN-m/ m Ultimate BM 65.20 KN-m/ m Modification Factor 1.80

Drequired = 137 mm

Rebars Reinforcement 0.22 % Reinforcement 0.29 % Dprovided = 219 mm

Area of Steel Reqd 551.4 mm2/ m ASTReqd. 734.0 mm2/ m

Spacing of bars 205.1 mm c/c Spacing of bars 154.1 mm c/c

Critical spacing 205.1 mm c/c Critical spacing 154.1 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 300.0 mm2/ mSpacing of bars 377.0 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 6.41 m Effective Span (lx) 6.41 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 35.80 KN-m/ m Ultimate BM 47.303 KN-m/ m

Rebars Reinforcement 0.17 % Reinforcement 0.22 %

Area of bars 414.3 mm2/ m Area of bars 555.4 mm2/ m

Spacing of bars 273.0 mm c/c Spacing of bars 203.6 mm c/cCritical spacing 273.0 mm c/c Critical spacing 203.6 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 24.37

DUE TO LL = 7.74

(DL+LL) = 32.11

DUE TO DL = 30.00

DUE TO LL = 9.52

(DL+LL) = 39.52

SUUMARY OF DESIGN :-

OVERALL DEPTH = 250 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

32.498

10.317

42.814

51.554

UNFACORED LOAD FOR

MANUAL CALCULATION

39.132

12.423

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

11/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 169.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 157.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 200 mm

Long Span (ly) 8.000 m Dead Load 5 KN/ m2

Short Span (lx) 4.800 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 19.500 KN/ m2

ly / lx 1.670

Partial FOS 1.5

Total 29.25 KN/ m2

Mid Span Support Service Stress 156.2 N/ mm2

Design Effective Span (lx) 4.97 m Effective Span (lx) 4.97 m Pt required ( %) 0.29

Alpha x (+Ve) 0.0467 Alpha x (-Ve) 0.0618 Pt provided ( %) 0.54

Ultimate BM 33.74 KN-m/ m Ultimate BM 44.60 KN-m/ m Modification Factor 1.79

Drequired = 107 mm

Rebars Reinforcement 0.24 % Reinforcement 0.33 % Dprovided = 169 mm

Area of Steel Reqd 487.3 mm2/ m ASTReqd. 658.3 mm2/ m

Spacing of bars 232.1 mm c/c Spacing of bars 171.8 mm c/c

Critical spacing 232.1 mm c/c Critical spacing 171.8 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 240.0 mm2/ mSpacing of bars 471.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 4.97 m Effective Span (lx) 4.97 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 20.22 KN-m/ m Ultimate BM 26.722 KN-m/ m

Rebars Reinforcement 0.15 % Reinforcement 0.21 %

Area of bars 308.4 mm2/ m Area of bars 413.2 mm2/ m

Spacing of bars 366.8 mm c/c Spacing of bars 273.7 mm c/cCritical spacing 300.0 mm c/c Critical spacing 273.7 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 17.40

DUE TO LL = 6.00

(DL+LL) = 23.40

DUE TO DL = 24.38

DUE TO LL = 8.41

(DL+LL) = 32.79

SUUMARY OF DESIGN :-

OVERALL DEPTH = 200 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

41.206

UNFACORED LOAD FOR

MANUAL CALCULATION

30.641

10.566

Long Bars

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

23.200

8.000

31.200

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

12/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 169.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 157.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 200 mm

Long Span (ly) 8.000 m Dead Load 5 KN/ m2

Short Span (lx) 4.400 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 19.500 KN/ m2

ly / lx 1.820

Partial FOS 1.5

Total 29.25 KN/ m2

Mid Span Support Service Stress 137.9 N/ mm2

Design Effective Span (lx) 4.57 m Effective Span (lx) 4.57 m Pt required ( %) 0.25

Alpha x (+Ve) 0.0491 Alpha x (-Ve) 0.0651 Pt provided ( %) 0.54

Ultimate BM 29.99 KN-m/ m Ultimate BM 39.76 KN-m/ m Modification Factor 2.00

Drequired = 88 mm

Rebars Reinforcement 0.22 % Reinforcement 0.29 % Dprovided = 169 mm

Area of Steel Reqd 430.1 mm2/ m ASTReqd. 581.1 mm2/ m

Spacing of bars 263.0 mm c/c Spacing of bars 194.6 mm c/c

Critical spacing 263.0 mm c/c Critical spacing 194.6 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 240.0 mm2/ mSpacing of bars 471.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 4.57 m Effective Span (lx) 4.57 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 17.10 KN-m/ m Ultimate BM 22.593 KN-m/ m

Rebars Reinforcement 0.13 % Reinforcement 0.17 %

Area of bars 259.0 mm2/ m Area of bars 346.2 mm2/ m

Spacing of bars 436.6 mm c/c Spacing of bars 326.6 mm c/cCritical spacing 300.0 mm c/c Critical spacing 300.0 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 15.95

DUE TO LL = 5.50

(DL+LL) = 21.45

DUE TO DL = 23.14

DUE TO LL = 7.98

(DL+LL) = 31.11

SUUMARY OF DESIGN :-

OVERALL DEPTH = 200 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

21.267

7.333

28.600

38.583

UNFACORED LOAD FOR

MANUAL CALCULATION

28.690

9.893

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

13/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 267.0 mm Short Bars 500 16

Design Data :- deff(Long Span) 251.0 mm Long Bars 500 16

Fck 25 N/ mm2

Slab Thickness 300 mm

Long Span (ly) 10.200 m Dead Load 7.5 KN/ m2

Short Span (lx) 9.000 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 3 One Long Edge Discontinuous' Total 22.000 KN/ m2

ly / lx 1.140

Partial FOS 1.5

Total 33 KN/ m2

Mid Span Support Service Stress 167.5 N/ mm2

Design Effect ive Span (lx) 9.27 m Effective Span (lx) 9.27 m Pt required ( %) 0.35

Alpha x (+Ve) 0.0354 Alpha x (-Ve) 0.0472 Pt provided ( %) 0.60Ultimate BM 100.32 KN-m/ m Ultimate BM 133.76 KN-m/ m Modification Factor 1.60

Drequired = 223 mm

Rebars Reinforcement 0.31 % Reinforcement 0.42 % Dprovided = 267 mm

Area of Steel Reqd 928.8 mm2/ m ASTReqd. 1273.8 mm2/ m

Spacing of bars 216.5 mm c/c Spacing of bars 157.8 mm c/c

Critical spacing 216.5 mm c/c Critical spacing 157.8 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 1608.5 Okay Ast Provided 1608.5 Okay Minimum Reinforce 0.12 %

Area of bars 360.0 mm2/ mSpacing of bars 558.5 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effect ive Span (lx) 9.27 m Effective Span (lx) 9.27 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 79.35 KN-m/ m Ultimate BM 104.856 KN-m/ m

Rebars Reinforcement 0.26 % Reinforcement 0.35 %

Area of bars 775.0 mm2/ m Area of bars 1048.4 mm2/ m

Spacing of bars 259.4 mm c/c Spacing of bars 191.8 mm c/cCritical spacing 259.4 mm c/c Critical spacing 191.8 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 1608.5 Okay Ast Provided 1608.5 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 38.25

DUE TO LL = 11.25

(DL+LL) = 49.50

DUE TO DL = 42.95

DUE TO LL = 12.63

(DL+LL) = 55.58

SUUMARY OF DESIGN :-

OVERALL DEPTH = 300 mm

SHORT SPAN STEEL = 16 mm Dia. @

LONG SPAN STEEL = 16 mm Dia. @

73.608

UNFACORED LOAD FOR

MANUAL CALCULATION

56.879

16.729

Long Bars

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

51.000

15.000

66.000

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

14/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 219.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 207.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 250 mm

Long Span (ly) 10.200 m Dead Load 6.25 KN/ m2

Short Span (lx) 5.675 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 20.750 KN/ m2

ly / lx 1.800

Partial FOS 1.5

Total 31.125 KN/ m2

Mid Span Support Service Stress 150.1 N/ mm2

Design Effective Span (lx) 5.89 m Effective Span (lx) 5.89 m Pt required ( %) 0.27

Alpha x (+Ve) 0.0488 Alpha x (-Ve) 0.0648 Pt provided ( %) 0.52

Ultimate BM 52.77 KN-m/ m Ultimate BM 70.07 KN-m/ m Modification Factor 1.89

Drequired = 120 mm

Rebars Reinforcement 0.23 % Reinforcement 0.32 % Dprovided = 219 mm

Area of Steel Reqd 585.5 mm2/ m ASTReqd. 793.3 mm2/ m

Spacing of bars 193.2 mm c/c Spacing of bars 142.6 mm c/c

Critical spacing 193.2 mm c/c Critical spacing 142.6 mm c/c

Spacing Provided = 100.0 mm c/c Spacing Provided 100.0 mm c/c

Ast Provided = 1131.0 Okay Ast Provided 1131.0 Okay Minimum Reinforce 0.12 %

Area of bars 300.0 mm2/ mSpacing of bars 377.0 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 5.89 m Effective Span (lx) 5.89 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 30.28 KN-m/ m Ultimate BM 40.007 KN-m/ m

Rebars Reinforcement 0.14 % Reinforcement 0.19 %

Area of bars 348.1 mm2/ m Area of bars 465.4 mm2/ m

Spacing of bars 324.9 mm c/c Spacing of bars 243.0 mm c/cCritical spacing 300.0 mm c/c Critical spacing 243.0 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 22.35

DUE TO LL = 7.09

(DL+LL) = 29.44

DUE TO DL = 32.28

DUE TO LL = 10.25

(DL+LL) = 42.52

SUUMARY OF DESIGN :-

OVERALL DEPTH = 250 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

100 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

29.794

9.458

39.252

52.821

UNFACORED LOAD FOR

MANUAL CALCULATION

40.093

12.728

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

15/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 267.0 mm Short Bars 500 16

Design Data :- deff(Long Span) 251.0 mm Long Bars 500 16

Fck 25 N/ mm2

Slab Thickness 300 mm

Long Span (ly) 10.200 m Dead Load 7.5 KN/ m2

Short Span (lx) 9.500 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 22.000 KN/ m2

ly / lx 1.080

Partial FOS 1.5

Total 33 KN/ m2

Mid Span Support Service Stress 163.7 N/ mm2

Design Effective Span (lx) 9.77 m Effective Span (lx) 9.77 m Pt required ( %) 0.34

Alpha x (+Ve) 0.0312 Alpha x (-Ve) 0.0418 Pt provided ( %) 0.60

Ultimate BM 98.22 KN-m/ m Ultimate BM 131.59 KN-m/ m Modification Factor 1.63

Drequired = 231 mm

Rebars Reinforcement 0.30 % Reinforcement 0.42 % Dprovided = 267 mm

Area of Steel Reqd 907.8 mm2/ m ASTReqd. 1250.7 mm2/ m

Spacing of bars 221.5 mm c/c Spacing of bars 160.8 mm c/c

Critical spacing 221.5 mm c/c Critical spacing 160.8 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 1608.5 Okay Ast Provided 1608.5 Okay Minimum Reinforce 0.12 %

Area of bars 360.0 mm2/ mSpacing of bars 558.5 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 9.77 m Effective Span (lx) 9.77 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 88.14 KN-m/ m Ultimate BM 116.476 KN-m/ m

Rebars Reinforcement 0.29 % Reinforcement 0.39 %

Area of bars 867.7 mm2/ m Area of bars 1177.9 mm2/ m

Spacing of bars 231.7 mm c/c Spacing of bars 170.7 mm c/cCritical spacing 231.7 mm c/c Critical spacing 170.7 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 1608.5 Okay Ast Provided 1608.5 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 40.38

DUE TO LL = 11.88

(DL+LL) = 52.25

DUE TO DL = 43.37

DUE TO LL = 12.75

(DL+LL) = 56.12

SUUMARY OF DESIGN :-

OVERALL DEPTH = 300 mm

SHORT SPAN STEEL = 16 mm Dia. @

LONG SPAN STEEL = 16 mm Dia. @

74.636

UNFACORED LOAD FOR

MANUAL CALCULATION

57.673

16.963

Long Bars

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

53.833

15.833

69.667

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

16/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 169.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 157.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 200 mm

Long Span (ly) 6.850 m Dead Load 5 KN/ m2

Short Span (lx) 6.190 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load8.00 KN/ m2

Condition As per I.S. Code 1 Interior Pannel Total 19.500 KN/ m2

ly / lx 1.110

Partial FOS 1.5

Total 29.25 KN/ m2

Mid Span Support Service Stress 155.4 N/ mm2

Design Effective Span (lx) 6.36 m Effective Span (lx) 6.36 m Pt required ( %) 0.29

Alpha x (+Ve) 0.0284 Alpha x (-Ve) 0.0376 Pt provided ( %) 0.54

Ultimate BM 33.59 KN-m/ m Ultimate BM 44.47 KN-m/ m Modification Factor 1.80

Drequired = 136 mm

Rebars Reinforcement 0.24 % Reinforcement 0.33 % Dprovided = 169 mm

Area of Steel Reqd 485.0 mm2/ m ASTReqd. 656.2 mm2/ m

Spacing of bars 233.2 mm c/c Spacing of bars 172.4 mm c/c

Critical spacing 233.2 mm c/c Critical spacing 172.4 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay Minimum Reinforce 0.12 %

Area of bars 240.0 mm2/ mSpacing of bars 471.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 6.36 m Effective Span (lx) 6.36 m

Design Alpha y (+ve) 0.024 Alpha y (-Ve) 0.032

Ultimate BM 28.39 KN-m/ m Ultimate BM 37.849 KN-m/ m

Rebars Reinforcement 0.22 % Reinforcement 0.30 %

Area of bars 440.6 mm2/ m Area of bars 600.4 mm2/ m

Spacing of bars 256.7 mm c/c Spacing of bars 188.4 mm c/cCritical spacing 256.7 mm c/c Critical spacing 188.4 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 22.44

DUE TO LL = 7.74

(DL+LL) = 30.18

DUE TO DL = 24.66

DUE TO LL = 8.50

(DL+LL) = 33.17

SUUMARY OF DESIGN :-

OVERALL DEPTH = 200 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

125 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

29.918

10.317

40.235

44.025

UNFACORED LOAD FOR

MANUAL CALCULATION

32.736

11.288

Long Bars

SHORT

SPAN

LONG

SPAN

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

17/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 269.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 257.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 300 mm

Long Span (ly) 9.000 m Dead Load 7.5 KN/ m2

Short Span (lx) 8.770 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load3.00 KN/ m2

Condition As per I.S. Code 4 Two Adjacent Edges Discontinuous Total 17.000 KN/ m2

ly / lx 1.030

Partial FOS 1.5

Total 25.5 KN/ m2

Mid Span Support Service Stress 176.8 N/ mm2

Design Effective Span (lx) 9.04 m Effective Span (lx) 9.04 m Pt required ( %) 0.26

Alpha x (+Ve) 0.0365 Alpha x (-Ve) 0.0488 Pt provided ( %) 0.42

Ultimate BM 76.05 KN-m/ m Ultimate BM 101.67 KN-m/ m Modification Factor 1.79

Drequired = 194 mm

Rebars Reinforcement 0.23 % Reinforcement 0.31 % Dprovided = 269 mm

Area of Steel Reqd 685.1 mm2/ m ASTReqd. 934.2 mm2/ m

Spacing of bars 165.1 mm c/c Spacing of bars 121.1 mm c/c

Critical spacing 165.1 mm c/c Critical spacing 121.1 mm c/c

Spacing Provided = 100.0 mm c/c Spacing Provided 100.0 mm c/c

Ast Provided = 1131.0 Okay Ast Provided 1131.0 Okay Minimum Reinforce 0.12 %

Area of bars 360.0 mm2/ mSpacing of bars 314.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 9.04 m Effective Span (lx) 9.04 m

Design Alpha y (+ve) 0.035 Alpha y (-Ve) 0.047

Ultimate BM 72.92 KN-m/ m Ultimate BM 97.922 KN-m/ m

Rebars Reinforcement 0.23 % Reinforcement 0.32 %

Area of bars 689.6 mm2/ m Area of bars 946.0 mm2/ m

Spacing of bars 164.0 mm c/c Spacing of bars 119.6 mm c/cCritical spacing 164.0 mm c/c Critical spacing 119.6 mm c/c

Spacing Provided = 100.0 mm c/c Spacing Provided 100.0 mm c/c

Ast Provided = 1131.0 Okay Ast Provided 1131.0 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 26.31

DUE TO LL = 10.96

(DL+LL) = 37.27

DUE TO DL = 27.08

DUE TO LL = 11.28

(DL+LL) = 38.36

SUUMARY OF DESIGN :-

OVERALL DEPTH = 300 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

51.123

UNFACORED LOAD FOR

MANUAL CALCULATION

36.087

15.036

Long Bars

100 mm C/C Alt Bar Bent Up

100 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

35.080

14.617

49.697

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2

8/21/2019 2 Way Slab Design for First Floor Option-1 Trial

18/18

By : RSS Project :

Date : 28-04-08 Client : CADBURY INDIA LTD Doc. No. :

Chkd : Subject :

Date : Job No : 5289A Office : VK Dept : CIVIL Sheet :

Slab Mkd. S1 DESIGN OF TWO-WAY SLAB (Limit State Method)

Input(With provision to resist torsion at corners) Fy Dia

Output Clear Cover 25 mm N/ mm2 mm

deff(Short Span) 169.0 mm Short Bars 500 12

Design Data :- deff(Long Span) 157.0 mm Long Bars 500 12

Fck 25 N/ mm2

Slab Thickness 200 mm

Long Span (ly) 10.200 m Dead Load 5 KN/ m2

Short Span (lx) 5.675 m Live Load 5.00 KN/ m2

Span / deff 26 Finish Load 1.50 KN/ m2

Mod. Span /

deff26

Water Proofing

Load3.00 KN/ m2

Condition As per I.S. Code 2 One Short Edge Discontinuous' Total 14.500 KN/ m2

ly / lx 1.800

Partial FOS 1.5

Total 21.75 KN/ m2

Mid Span Support Service Stress 134.9 N/ mm2

Design Effective Span (lx) 5.84 m Effective Span (lx) 5.84 m Pt required ( %) 0.31

Alpha x (+Ve) 0.0488 Alpha x (-Ve) 0.0648 Pt provided ( %) 0.67

Ultimate BM 36.25 KN-m/ m Ultimate BM 48.13 KN-m/ m Modification Factor 1.82

Drequired = 124 mm

Rebars Reinforcement 0.26 % Reinforcement 0.36 % Dprovided = 169 mm

Area of Steel Reqd 526.1 mm2/ m ASTReqd. 715.7 mm2/ m

Spacing of bars 215.0 mm c/c Spacing of bars 158.0 mm c/c

Critical spacing 215.0 mm c/c Critical spacing 158.0 mm c/c

Spacing Provided = 100.0 mm c/c Spacing Provided 100.0 mm c/c

Ast Provided = 1131.0 Okay Ast Provided 1131.0 Okay Minimum Reinforce 0.12 %

Area of bars 240.0 mm2/ mSpacing of bars 471.2 mm c/c

Maximum Spacing 300.0 mm c/c

Mid Span Support

Effective Span (lx) 5.84 m Effective Span (lx) 5.84 m

Design Alpha y (+ve) 0.028 Alpha y (-Ve) 0.037

Ultimate BM 20.80 KN-m/ m Ultimate BM 27.484 KN-m/ m

Rebars Reinforcement 0.16 % Reinforcement 0.21 %

Area of bars 317.5 mm2/ m Area of bars 425.7 mm2/ m

Spacing of bars 356.2 mm c/c Spacing of bars 265.7 mm c/cCritical spacing 300.0 mm c/c Critical spacing 265.7 mm c/c

Spacing Provided = 125.0 mm c/c Spacing Provided 125.0 mm c/c

Ast Provided = 904.8 Okay Ast Provided 904.8 Okay

EQUIVALENT UDL ON BEAMS DUE TO SLAB

EQV UDL FOR

SHEAR (kN/m)

DUE TO DL = 13.48

DUE TO LL = 7.09

(DL+LL) = 20.57

DUE TO DL = 19.47

DUE TO LL = 10.25

(DL+LL) = 29.71

SUUMARY OF DESIGN :-

OVERALL DEPTH = 200 mm

SHORT SPAN STEEL = 12 mm Dia. @

LONG SPAN STEEL = 12 mm Dia. @

36.911

UNFACORED LOAD FOR

MANUAL CALCULATION

24.183

12.728

Long Bars

100 mm C/C Alt Bar Bent Up

125 mm C/C Alt Bar Bent Up

EQV UDL FOR

BENDING (kN/m)

17.971

9.458

27.429

SHORT

SPAN

LONG

SPAN

Deflection AspectsStrength Aspects

IS-456 Guidelines

Depth of Slab Sufficient

Short Bars

As Per Clause No. 23.1 & 24.2 of

IS 456 :2000

As Per Clause No. 26.3.3 & 26.5.2.

Working Loads

Limit Loads

lx

ly

lx

ly

w*lx/2