Post on 08-Aug-2018
8/21/2019 2 Way Slab Design for First Floor Option-1 Trial
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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
8/21/2019 2 Way Slab Design for First Floor Option-1 Trial
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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
8/21/2019 2 Way Slab Design for First Floor Option-1 Trial
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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
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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) 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
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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) 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