Slab : S-1 Project :- XYZ

Floor :- Ground floor

1.115 m Self wt. +C.P. 3 Deflection check

20 Floor finishes 3

500 Partions 0 M.F.

Slab Thickness = 110 mm Filling 0

Live load 0.75

1 2.76 kN Height Thick Total UDL 6.756.75kN/m Wall load = 0.6 0.23 Point load 2.76 kN/m Safe in deflection

0.23w l Moment

Uniform load moment 6.75 0.885 = 2.64 kNm/m

Point load moment 2.76 1 = 2.76 kNm/m

Provided Reinforcement

f Spacing Spacing

Main steel 1.122 85 10 236 333 125 629

Distribution steel 0.12*b*D 10 132 595 200 393

Length of cantilever, l (From face of support)

fck = N/mm2 fs, N/mm2

fy = N/mm2

Span/deff

d eff. reqd

kN/m2 Dreqd, mm

w * l2/2

w * l

Mu/bd2 deff, mm

Dia of bar

Required Reinforcement

Ast, mm2 Ast, mm2

= 20

= 500

Provided thickness of the slab = 110 mm

Self weight of the slab = 2.75

Floor finish = 3

Partions = 0

Filling = 0

Live load = 0.75

Total load on slab = 6.50

= 1.115 m

Main reinforcement along short span

= 85 mm

= 0.55Required percentage of steel = 0.131 %

= 112Diameter of bar = 10 mmRequired spacing of reinf. = 701 mmProvided spacing of reinf. = 125 mm

Provided area of the steel = 629Provided % of steel = 0.74 %

Provide 10T @ 125 c/c at top (Negative Reinf.) (Provided area of steel is OK)

Distribution steel, 0.12% of Gross C/A = 132Diameter of bar = 10 mmRequired spacing of reinf. = 595 mmProvided spacing of reinf. = 200 mm

Provided area of the steel = 393Provided % of steel = 0.20 %

Provide 10T @ 200 c/c at bottom (Positive Reinf.) (Provided area of steel is OK)

Check for Deflection

= 1.115 mActul l/d ratio = 7

Provided % of steel at bottom along short span = 0.740 %

= 43

= 2.00Required effective depth = 80 mmAvailable effective depth = 85 mm

Safe in Deflection

Grade of the concrete, fck N/mm2

Grade of the steel, fy N/mm2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Length of cantilever, l

Available effective depth, deff

At Top, Mux (Top) / bd2 N/mm2

Required area of the steel, Ast mm2

mm2

mm2

mm2

Length of cantilever, l

Service stress, fs = 0.58*415*(Req. steel/Provided steel) N/mm2

Modification factor for tension reinforcement, 1/(0.225+0.00322*fs+0.625 log10 pt)

Deflection check

109

2.00

7

80

105Safe in deflection

S = Pitch of spiral or spacing of hoops

h = Longer dim. Of the rec. confining hoop measured to its outer face. It shall not exceed 300mm

Circular Column Rectangular column

25 Size of the column 350 350

415 = 270 270Cover 40 mm No.of spacings bt. Ties 2 2

Dia of column 500 mm h = 135 mmSpacing = 100 mm Spacing = 87.5 mm

= 420 mm Ag = 122500

Ag = 196250 Ak = 72900

Ak = 138474 Ash = 87.15

Ash = 95.01 IF(I20<50.24,8,IF(78.5>I20<50.24,10,12))IF(D21<50.24,8,IF(78.5>D21<50.24,10,12))

Area of the bar c/s, Ash = 0.09 S Dk fck/fy [Ag/Ak - 1.0]

Area of the bar c/s, Ash = 0.18 S h fck/fy [Ag/Ak - 1.0]

Dk = Dia. Of core measured to the outside of the spiral or hoop

fck = Chatactaristic compressive strengtbh of conrete cube

fy = Yeild stress of steel of ties

Ag = Gross area of the column c/c

Ak = Area of thr concrete core

fck

fy Dk

Dk mm2

mm2 mm2

mm2 mm2

mm2

h = Longer dim. Of the rec. confining hoop measured to its outer face. It shall not exceed 300mm

IF(I20<50.24,8,IF(78.5>I20<50.24,10,12))

Boundary wall

Wind load CalculationsWind Zone DELHIBasic wind speed, Vb 39

1Category 1Class A

1.05

1

40.95 m/sec

1.01

Height Thickness Load Moment pmax pmin

At A-A 1.50 0.23 6.90 1.14 159.3 -99.3At B-B 2.30 0.345 12.42 0.85 78.8 -6.8

At C-C 2.45 0.460 15.87 2.36 101.4 -32.4 EAt D-D 2.60 0.575 15.84 2.56 74.0 -18.9At E-E 2.7 0.775 18.78 2.69 51.1 -2.6

Rick coeffi., k1

Terrain, heigh and strructure size factor, k2

Topography factor, k3

Design wind speed, Vz = Vb.k1.k2.k3

Design wind pressure, pz = 0.6Vz2 N/m2 kN/m2

0.23

1.50

A 0.115

B 0.8

0.345 10.115

0.151.5

0.0575 0.460

0.15

PCC 0.775 0.10.1 0.575 0.1

= 20 Length = 11.65 m Depth, D = 700 mm

= 500 Cover = 25 mm Width, b = 350 mm

f

Required Provided

pt

Tension Reinf 653 25 1500 1900 0.832

Compression reinf. 653 16 600 600 0.263

Check for Deflection

Basic l/d ratio = 23

Provided % of tension reinforcement = 0.832 %

= 190

= 1.21

Provided % of compression reinforcement = 0.263 %M.F.= 1.6*pc / (pc+0.275) = 0.78

Required effective depth = 537 mmAvailable effective depth = 653 Safe in deflection

fck

fy

deff,

mm Ast, mm2Ast, mm2

fs = 0.58*415*(Required steel/Provided steel) N/mm2

M.F.= 1/[0.225+0.00322*fs+0.625 log10(pt)]

Density of soil = 18= 30 0.345

Coeffi. of active E.P., ka = 0.33

Load, kN 0.6

At A 4.14 0.216 22.9 1.1 AAt B 6.76 0.42 26.7 2.7 0.46

At C 12.39 1.16 42.6 0.49 B 0.150.575

0.3C

Density of soil = 18= 30 0.345

Coeffi. of active E.P., ka = 0.33

Load, kN 1.95At A 13.45 7.430 413.5 -335.5 AAt B 20.25 11.41 367.7 -279.6 0.46At C 35.76 28.43 578.1 -453.72 B 0.3

0.5750.8

C

kN/m3

Angle of repose, f

Moment kN.m

pmax kN/m2

pmin kN/m2

kN/m3

Angle of repose, f

Moment kN.m

pmax kN/m2

pmin kN/m2

58

0.15

DESIGN OF STAIRCASE

= 20

= 415 DOWN

Thickness of waist slab = 0.175 m

Loads on going slab

= 1.12

Waist slab on slope area = 4.38

Waist slab on plan area = 4.89 UP

Step = 1.50

Floor finish = 1

Handrail = 0.25 Tread

Total Dead Load = 7.64 300

= 4 150 Raise

Total Load = 11.64 Waist slab thickness = 0.175

Loads on landing slab

Waist slab = 4.38

Floor finish = 1.00

Handrail = 0.25

Live Load = 4.0

Total Load = 9.63

Design of flight :

Total load on secondary flight = 35.22 kN

= 18.4 kN 0 2 1.24

= 16.8 kNZero S.F. section from support A = 1.69 m 9.63 11.64 9.63Max. B.M. = 14.44 kN.m

f

Required Provided A 3.24 B

Spacing Spacing pt 18.4 16.8

0.98 149 12 428 264 200 565 0.380 1.69

Check for Deflection

Service stress, fs = 183 N/mm2 Modification factor = 1.81

= 22 Flight

= 82 mm

= 108 mm Safe in deflection

Grade of concrete, fck N/mm2

Grade of steel, fck N/mm2

Waist slab section = sqrt(R2+T2)/T

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Live Load kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

Reaction at support A, RA

Reaction at support B, RB

Mu/bd2 deff, mm Ast, mm2 Ast, mm2 RA = RB =

Span/deff

d eff. reqd

Dreqd, mm

Node Force-Y kNForce-Z kNMoment-X kNmMoment-Y kNmMoment-Z kNm154 WEIGHT 78 60.7 0 0 0155 WEIGHT 218 90.3 0 0 0156 WEIGHT 173 86.2 0 0 0157 WEIGHT 107 -7.2 0 0 0158 WEIGHT 265 -3.5 0 0 0159 WEIGHT 244 -4.9 0 0 0161 WEIGHT 147 -0.3 0 0 0162 WEIGHT 321 2.1 0 0 0163 WEIGHT 162 20.1 0 0 0164 WEIGHT 68 -8.8 0 0 0165 WEIGHT 361 13.1 0 0 0166 WEIGHT 509 8.3 0 0 0167 WEIGHT 276 -5.7 0 0 0168 WEIGHT 189 31.5 0 0 0169 WEIGHT 181 -1.3 0 0 0170 WEIGHT 160 -3.9 0 0 0171 WEIGHT 33 9.3 0 0 0172 WEIGHT 313 8.2 0 0 0173 WEIGHT 118 -1.3 0 0 0174 WEIGHT 104 -11.4 0 0 0175 WEIGHT 64 -15.4 0 0 0176 WEIGHT 381 -6.2 0 0 0177 WEIGHT 346 -10.7 0 0 0178 WEIGHT 262 -34.9 0 0 0180 WEIGHT 94 2 0 0 0181 WEIGHT 236 -11.1 0 0 0182 WEIGHT 263 -9.2 0 0 0183 WEIGHT 375 11.8 0 0 0184 WEIGHT 138 -6.3 0 0 0185 WEIGHT 288 0.3 0 0 0186 WEIGHT 206 19.9 0 0 0187 WEIGHT 0 19.3 0 0 0188 WEIGHT 116 -1.3 0 0 0189 WEIGHT 300 -2.2 0 0 0190 WEIGHT 353 -0.2 0 0 0191 WEIGHT 214 -8.4 0 0 0192 WEIGHT 110 -23.1 0 0 0193 WEIGHT 144 -37 0 0 0194 WEIGHT 95 2.9 0 0 0195 WEIGHT 137 2.5 0 0 0196 WEIGHT 349 6.8 0 0 0197 WEIGHT 305 5.8 0 0 0199 WEIGHT 88 0.1 0 0 0200 WEIGHT 299 1.7 0 0 0201 WEIGHT 177 -20.5 0 0 0202 WEIGHT 76 -0.3 0 0 0203 WEIGHT 11 -19.7 0 0 0205 WEIGHT 80 -13.6 0 0 0206 WEIGHT 223 -19.7 0 0 0207 WEIGHT 178 -19 0 0 0208 WEIGHT 104 2.2 0 0 0209 WEIGHT 260 2 0 0 0210 WEIGHT 239 2.2 0 0 0

212 WEIGHT 150 -0.1 0 0 0213 WEIGHT 305 -0.6 0 0 0214 WEIGHT 180 -4.4 0 0 0215 WEIGHT 72 -2.4 0 0 0216 WEIGHT 324 -2.3 0 0 0217 WEIGHT 533 1.3 0 0 0218 WEIGHT 271 1.3 0 0 0219 WEIGHT 215 -1.5 0 0 0220 WEIGHT 166 -0.5 0 0 0221 WEIGHT 158 1 0 0 0222 WEIGHT 50 2.3 0 0 0223 WEIGHT 285 -3 0 0 0224 WEIGHT 126 0.4 0 0 0225 WEIGHT 128 1.5 0 0 0226 WEIGHT 82 2 0 0 0227 WEIGHT 421 -4 0 0 0228 WEIGHT 365 -7.3 0 0 0229 WEIGHT 334 -17.2 0 0 0231 WEIGHT 98 -0.5 0 0 0232 WEIGHT 271 -8.2 0 0 0233 WEIGHT 290 -9.2 0 0 0234 WEIGHT 355 -6.3 0 0 0235 WEIGHT 155 1.3 0 0 0236 WEIGHT 265 1.8 0 0 0237 WEIGHT 275 1.9 0 0 0238 WEIGHT 153 -8.7 0 0 0239 WEIGHT 116 0.2 0 0 0240 WEIGHT 298 0.9 0 0 0241 WEIGHT 351 0.9 0 0 0242 WEIGHT 211 2 0 0 0243 WEIGHT 114 5.2 0 0 0244 WEIGHT 139 7.9 0 0 0245 WEIGHT 100 -0.5 0 0 0246 WEIGHT 141 -0.1 0 0 0247 WEIGHT 359 0.2 0 0 0248 WEIGHT 306 -2.7 0 0 0250 WEIGHT 91 -0.1 0 0 0251 WEIGHT 285 -3.4 0 0 0252 WEIGHT 180 -4.8 0 0 0253 WEIGHT 76 0.2 0 0 0254 WEIGHT 70 2.1 0 0 0256 WEIGHT 80 3.4 0 0 0257 WEIGHT 222 4.6 0 0 0258 WEIGHT 177 4.6 0 0 0259 WEIGHT 104 -0.7 0 0 0260 WEIGHT 261 -0.7 0 0 0261 WEIGHT 240 -0.7 0 0 0263 WEIGHT 150 0.1 0 0 0264 WEIGHT 305 -0.1 0 0 0265 WEIGHT 180 1 0 0 0266 WEIGHT 74 0.8 0 0 0267 WEIGHT 323 0.8 0 0 0268 WEIGHT 532 -0.6 0 0 0269 WEIGHT 271 3.2 0 0 0

270 WEIGHT 216 13.3 0 0 0271 WEIGHT 166 -1.3 0 0 0272 WEIGHT 157 -0.2 0 0 0273 WEIGHT 53 -0.8 0 0 0274 WEIGHT 283 -2.1 0 0 0275 WEIGHT 127 -0.1 0 0 0276 WEIGHT 127 -0.5 0 0 0277 WEIGHT 82 -0.8 0 0 0278 WEIGHT 422 -0.2 0 0 0279 WEIGHT 362 2.4 0 0 0280 WEIGHT 310 -6.8 0 0 0282 WEIGHT 99 0 0 0 0283 WEIGHT 270 1 0 0 0284 WEIGHT 289 1.2 0 0 0285 WEIGHT 355 8 0 0 0286 WEIGHT 155 -0.2 0 0 0287 WEIGHT 276 0.3 0 0 0288 WEIGHT 263 -5.4 0 0 0289 WEIGHT 39 18.6 0 0 0290 WEIGHT 116 0.3 0 0 0291 WEIGHT 298 -0.1 0 0 0292 WEIGHT 352 -0.9 0 0 0293 WEIGHT 209 0 0 0 0294 WEIGHT 116 -1.2 0 0 0295 WEIGHT 139 -1.7 0 0 0296 WEIGHT 100 0.1 0 0 0297 WEIGHT 141 0.4 0 0 0298 WEIGHT 359 -2.3 0 0 0299 WEIGHT 309 10.8 0 0 0301 WEIGHT 90 -1 0 0 0302 WEIGHT 290 2.3 0 0 0303 WEIGHT 175 24.4 0 0 0304 WEIGHT 75 -0.4 0 0 0305 WEIGHT 68 -0.3 0 0 0314 WEIGHT 150 -0.2 0 0 0315 WEIGHT 305 1.4 0 0 0316 WEIGHT 179 -0.1 0 0 0317 WEIGHT 75 -1.5 0 0 0318 WEIGHT 324 -1.4 0 0 0319 WEIGHT 531 1.9 0 0 0320 WEIGHT 296 7.2 0 0 0321 WEIGHT 258 0.4 0 0 0322 WEIGHT 162 -0.1 0 0 0323 WEIGHT 158 0 0 0 0324 WEIGHT 50 1.5 0 0 0325 WEIGHT 278 1.3 0 0 0326 WEIGHT 127 0 0 0 0327 WEIGHT 131 0.1 0 0 0328 WEIGHT 89 -0.1 0 0 0329 WEIGHT 411 -4.4 0 0 0330 WEIGHT 426 -8.4 0 0 0331 WEIGHT 402 30.5 0 0 0333 WEIGHT 98 0.7 0 0 0334 WEIGHT 271 2.8 0 0 0

335 WEIGHT 289 4.9 0 0 0336 WEIGHT 307 8.9 0 0 0337 WEIGHT 152 0.4 0 0 0338 WEIGHT 243 23.4 0 0 0339 WEIGHT 236 -23.2 0 0 0341 WEIGHT 116 -1.7 0 0 0342 WEIGHT 298 -0.2 0 0 0343 WEIGHT 352 0.5 0 0 0344 WEIGHT 199 -2.7 0 0 0345 WEIGHT 126 0.4 0 0 0346 WEIGHT 138 0 0 0 0347 WEIGHT 100 0.4 0 0 0348 WEIGHT 143 -1.6 0 0 0349 WEIGHT 311 -9.7 0 0 0350 WEIGHT 294 3 0 0 0352 WEIGHT 92 4.4 0 0 0353 WEIGHT 136 8.8 0 0 0355 WEIGHT 79 -0.1 0 0 0356 WEIGHT 73 -0.7 0 0 0365 WEIGHT 150 0.6 0 0 0366 WEIGHT 305 -6.8 0 0 0367 WEIGHT 181 2.4 0 0 0368 WEIGHT 80 8.6 0 0 0369 WEIGHT 312 1.1 0 0 0370 WEIGHT 533 -13.2 0 0 0371 WEIGHT 304 -0.3 0 0 0372 WEIGHT 213 1.4 0 0 0373 WEIGHT 168 1.9 0 0 0374 WEIGHT 164 -2.4 0 0 0375 WEIGHT 60 -8.8 0 0 0376 WEIGHT 272 -2.3 0 0 0377 WEIGHT 127 0.1 0 0 0378 WEIGHT 132 -0.8 0 0 0379 WEIGHT 88 0.6 0 0 0380 WEIGHT 422 19.8 0 0 0381 WEIGHT 384 3.7 0 0 0382 WEIGHT 362 31.3 0 0 0384 WEIGHT 99 -2.8 0 0 0385 WEIGHT 271 -16.9 0 0 0386 WEIGHT 276 -8.7 0 0 0387 WEIGHT 335 -39.2 0 0 0388 WEIGHT 160 2.2 0 0 0389 WEIGHT 162 -4.3 0 0 0390 WEIGHT 318 9 0 0 0392 WEIGHT 117 10 0 0 0393 WEIGHT 301 3.2 0 0 0394 WEIGHT 353 -4.6 0 0 0395 WEIGHT 210 12.2 0 0 0396 WEIGHT 116 -2.4 0 0 0397 WEIGHT 141 -1.9 0 0 0398 WEIGHT 99 0.1 0 0 0399 WEIGHT 120 -3 0 0 0400 WEIGHT 295 24.5 0 0 0401 WEIGHT 300 28.8 0 0 0

403 WEIGHT 78 -13.5 0 0 0404 WEIGHT 111 -30.3 0 0 0406 WEIGHT 76 2.2 0 0 0407 WEIGHT 83 2.3 0 0 0416 WEIGHT 198 5.8 0 0 0417 WEIGHT 330 7.4 0 0 0418 WEIGHT 185 -8.2 0 0 0419 WEIGHT 123 -6.5 0 0 0420 WEIGHT 357 3.7 0 0 0421 WEIGHT 455 16.4 0 0 0422 WEIGHT 262 6 0 0 0423 WEIGHT 148 -48.5 0 0 0424 WEIGHT 167 -3 0 0 0425 WEIGHT 151 8.2 0 0 0426 WEIGHT 96 6.6 0 0 0427 WEIGHT 293 6.5 0 0 0428 WEIGHT 205 -2.9 0 0 0429 WEIGHT 205 -0.3 0 0 0430 WEIGHT 171 -1.1 0 0 0431 WEIGHT 436 19.2 0 0 0432 WEIGHT 415 0.7 0 0 0433 WEIGHT 277 -44.1 0 0 0435 WEIGHT 199 -1.5 0 0 0436 WEIGHT 431 17 0 0 0437 WEIGHT 482 -8.2 0 0 0438 WEIGHT 417 0.4 0 0 0439 WEIGHT 189 -11 0 0 0440 WEIGHT 310 -15.8 0 0 0441 WEIGHT 236 22.1 0 0 0443 WEIGHT 209 -0.8 0 0 0444 WEIGHT 311 -9.3 0 0 0445 WEIGHT 401 -14.1 0 0 0446 WEIGHT 160 -11 0 0 0447 WEIGHT 143 10 0 0 0448 WEIGHT 127 11.3 0 0 0449 WEIGHT 100 -2.1 0 0 0450 WEIGHT 214 -3.4 0 0 0451 WEIGHT 342 0.5 0 0 0452 WEIGHT 321 -8.5 0 0 0454 WEIGHT 74 19.3 0 0 0455 WEIGHT 314 35.5 0 0 0457 WEIGHT 62 2.5 0 0 0458 WEIGHT -3 -5.1 0 0 0518 WEIGHT 133 -10.9 0 0 0519 WEIGHT 242 16.1 0 0 0520 WEIGHT 37 4.2 0 0 0521 WEIGHT -1 -25.8 0 0 0522 WEIGHT 118 36 0 0 0523 WEIGHT 235 -51.4 0 0 0524 WEIGHT 198 -47.1 0 0 0526 WEIGHT 140 -2.5 0 0 0527 WEIGHT 73 -3.8 0 0 0528 WEIGHT 14 26.2 0 0 0529 WEIGHT 126 -16 0 0 0

530 WEIGHT 128 6 0 0 0531 WEIGHT 132 1.1 0 0 0532 WEIGHT 101 1 0 0 0533 WEIGHT 288 28 0 0 0534 WEIGHT 364 12.4 0 0 0537 WEIGHT 123 13 0 0 0538 WEIGHT 105 64.5 0 0 0539 WEIGHT 306 16.4 0 0 0540 WEIGHT 403 50.3 0 0 0541 WEIGHT 125 9.1 0 0 0542 WEIGHT 136 24.7 0 0 0543 WEIGHT 116 24.1 0 0 0545 WEIGHT 43 -7 0 0 0547 WEIGHT 118 4.1 0 0 0548 WEIGHT 235 0.9 0 0 0549 WEIGHT 88 -9.2 0 0 0550 WEIGHT 64 -19.4 0 0 0551 WEIGHT 63 21.9 0 0 0552 WEIGHT 40 11.7 0 0 0553 WEIGHT 40 35.1 0 0 0554 WEIGHT 47 -17 0 0 0

2720 WEIGHT 80 -2.3 0 0 02721 WEIGHT 223 -2.5 0 0 02722 WEIGHT 177 -3.1 0 0 02723 WEIGHT 104 0.5 0 0 02724 WEIGHT 261 0.3 0 0 02725 WEIGHT 240 0.1 0 0 02726 WEIGHT 80 7.6 0 0 02727 WEIGHT 222 7.4 0 0 02728 WEIGHT 178 10.2 0 0 02729 WEIGHT 104 -1.2 0 0 02730 WEIGHT 260 -0.1 0 0 02731 WEIGHT 240 1.4 0 0 02732 WEIGHT 124 2.6 0 0 02733 WEIGHT 270 3.7 0 0 02734 WEIGHT 173 -26.1 0 0 02735 WEIGHT 186 -2.2 0 0 02736 WEIGHT 346 -7.1 0 0 02737 WEIGHT 241 -7 0 0 02738 WEIGHT 65 -14.1 0 0 02739 WEIGHT 79 -20.8 0 0 02741 WEIGHT 105 3.6 0 0 02742 WEIGHT 141 0 0 0 03043 WEIGHT 90 0 0 0 03046 WEIGHT 140 0 0 0 03175 WEIGHT 41 -7.4 0 0 03176 WEIGHT 117 -33.3 0 0 03177 WEIGHT 63 31 0 0 03178 WEIGHT 139 -4.9 0 0 03179 WEIGHT 381 -6.1 0 0 03180 WEIGHT 252 -4.8 0 0 03181 WEIGHT 108 -3.1 0 0 03182 WEIGHT 331 -44.3 0 0 03183 WEIGHT 216 -2.8 0 0 0

3227 WEIGHT 92 -37.1 0 0 03228 WEIGHT 66 -27.1 0 0 03229 WEIGHT 35 -19.7 0 0 03230 WEIGHT 90 37 0 0 03231 WEIGHT 67 27.2 0 0 03232 WEIGHT 35 20 0 0 03235 WEIGHT 49 -17.8 0 0 03236 WEIGHT 52 18.1 0 0 03237 WEIGHT 74 23.2 0 0 03238 WEIGHT 64 40.4 0 0 03239 WEIGHT 72 -27.3 0 0 03240 WEIGHT 74 -23.4 0 0 03241 WEIGHT 64 -40.6 0 0 03242 WEIGHT 72 14.3 0 0 03249 WEIGHT 27 -7.6 0 0 03250 WEIGHT 59 -28.9 0 0 03251 WEIGHT 27 -19.1 0 0 03252 WEIGHT 28 19.3 0 0 03253 WEIGHT 59 28.5 0 0 03254 WEIGHT 27 18.1 0 0 03256 WEIGHT 80 8.5 0 0 03257 WEIGHT 81 17.1 0 0 03259 WEIGHT 80 -7.9 0 0 03260 WEIGHT 80 18.7 0 0 0

The development length Ld is given by 25

500

where 1.4

Ld in tension Ld = 49 fLd in compression Ld = 39 f

Grade of concrete :- M 20, M 25, M 30, M 35 & M40 andabove

Design bond stress, = 1.2, 1.4, 1.5, 1.7 & 1.9

For deformed bars conforming to IS 1786 these values

shall be increased by 60 percent.

For bars in compression, the values of bond stress for

bars in tension shall be increased-by 25 percent.

Development length in tension

20 25 30 35 40415 47 40 38 33 30500 57 49 45 40 36

Development length in compression

20 25 30 35 40415 38 32 30 27 24500 45 39 36 32 29

Grade of Concrete, fck = N/mm2

Ld = f 0.87 fy / 4 tbd Grade of Steel, fy = N/mm2

Design bond stress, tbd = N/mm2

f = nominal diameter of the bar,

fy = stress in bar at the section considered at design load, and

tbd = design bond stress given in 2.6.2.1.1.

N/mm2

N/mm2

Slab : S-1 Project :- XYZ

Floor :- Ground floor

20 Self wt.+C.P. 3.5 Deflection check

415 Floor finishes 3 165

Slab Thickness, D 130 mm Partitions 0 M.F. 1.62

Width 1000 mm Filling 0 20

Cover 20 mm Total DL 6.5 102

3.3 m Total LL 0.75 127

6.885 m Total load, w 7.25 Safe in deflection

2.08636 Oneway

0 = ### kN.m8 = 9.87 kN.m

Location f Spacing Spacing

#DIV/0! 105 10 #DIV/0! #DIV/0! 125 629

1.35 105 10 429 183 125 629

Distribution, 0.12*b*D 10 156 504 100 786

fck = N/mm2

fy = N/mm2 fs, N/mm2

Span/deff

d eff. reqd

Short span, lx Dreqd, mm

Long span, ly kN/m2

Aspect ratio, ly/lx

(-ve) moment at support, w * lx2/(+ve) moment at mid span, w * lx2/

Mu/bd2 deff, mm

Dia of bar

Required Reinforcement

Provided Reinforcement

Ast, mm2 Ast, mm2

Ast at Support

Ast at Span

Slab : S-1 Project :XYZ

Floor :- Roof

4.230 m 20 Self wt.+C.P. 4 Deflection check

4.800 m 415 Floor finishes 3 151

1.14 Slab Th. 150 mm Partitions 0 M.F. 2.00

TWO WAY SLAB 20 mm Filling 0 20

Total DL 7 106

Total LL 0.75 131

Total Load 7.75 Safe in deflection

Edge Condition

Coeff. f Spacing

### ### 126 ### 8 #VALUE! ### 125 403

0.067 9.32 125 0.895 10 328 240 150 524

- ### 118 ### 8 #VALUE! ### 125 403

0.056 7.77 115 0.881 10 297 265 200 393

Short span of the slab, lx fck = N/mm2

Long span of the slab, ly fy = N/mm2 fs, N/mm2

Aspect ratio, r = ly/lx Clear Cover Span/deff

d eff. reqd

Dreqd, mm

kN/m2

B.M., kN.m deff, mm Mu/bd2

Dia of bar

Required Reinforcement

Provided Reinforcement

Ast, mm2Spacin

g Ast, mm2

Along shorter direction at top

Along shorter direction at bottom

Along longer direction at top

Along longer direction at bottom

Beam Design Required Provided Deflection Calculations Shear Calculations

Cover b D w M f Nos pt fs MF Req.d V legg f Vus S

20 415 25 3 450 3500 0 1440 1319 0.40 3453 25 1776 10 4906 0.316 20 87 2.00 75 3453 700 0.4 0.68 4 10 429 630 200

Slab Design Required Provided Deflection Calculations Shear Calculations

Cover b D w M f S S pt fs MF Req.d V legg f Vus S

20 415 20 3 1000 300 0 36 140 0.76 267 10 587 134 150 523 0.2 20 270 1.52 99 267 20 0.33 0.11 2 8 -58 -167 200

fck fy lReq. deff Mu/bd2

deff,

mm Ast Ast

Basic l/d

ratioAvailable d tc tv

Req. Shear

Spacing

fck fy lReq. deff Mu/bd2

deff,

mm Ast Ast

Basic l/d

ratioAvailable d tc tv

Req. Shear

Spacing

0 821.35 124.62.25 153

1000

33.33333

30

666.6667

Dia Spacing Dia Spacing8 50.3 100 503 20 314 100 3142

125 403 125 2514150 336 150 2095175 288 175 1796200 252 200 1571

10 78.5 100 786 25 491 100 4909125 629 125 3927150 524 150 3273175 449 175 2805200 393 200 2455

12 113 100 1131 32 804 100 8043125 905 125 6434150 754 150 5362175 647 175 4596200 566 200 4022

16 201 100 2011125 1609150 1341175 1149200 1006

2way panel

Loads on supporting beams

Loading on short span =

Loading on long span =

Loads on supporting beams for moment calculation

Loading on short span =

Loading on long span =

Area of one bar

Area of steel

Area of one bar

Area of steel

ly

lx

w lx /4

w lx / 4 [2- (lx / ly)]

w lx /3

w lx / 6 [3- (lx / ly)2]