TAC House - Copy
9
PAGE-8 PROJECT: TDI SMALAHA MALL DESIGN CALCULATION TITLE: DESIGN OF ISOLATED FOOTING MKD- F1 Fck = 20 N/mm^2 Net Bearing Capacity of Soil = 180 kN/m^2 Fy = 415 N/mm^2 LOC. Load Case Col. Dim. (mm) along X along Z F1 32 155 DL+LL+CL-7 1010.738 -141.56 -5.365 400 600 6.18 2.49 3.600 3.600 12.96 156 DL+SEIS+X+CL-7 924.948 -125.91 67.525 4.52 2.13 157 DL+CL-7+SEIS+Z 933.211 -249.51 -5.394 4.56 2.14 158 DL+CL-7+SEIS-X 911.396 -124.61 -78.148 4.46 2.11 159 DL+CL-7+SEIS-Z 903.133 -1.014 -5.229 4.42 2.10 160 DL+LL+CL-7+SEIS+X 1017.514 -142.21 67.472 4.97 2.23 161 DL+LL+CL-7+SEIS+Z 1025.778 -265.81 -5.447 5.01 2.24 162 DL+LL+CL-7+SEIS-X 1003.962 -140.92 -78.202 4.91 2.22 163 DL+LL+CL-7+SEIS-Z 995.699 -17.317 -5.283 4.87 2.21 Footing Dim. (mm) Design for one way shear ( along X ) C D D1 along X Vu (kN) b(N.A) pt (%) Check Ast (mm^2) 50 600 300 526 542 590.4 433.9 3600 0.38 0.310 0.39 v<tc, o.k 1344 Design for Moment ( along X ) Design for one way shear ( along Z ) b(N.A) pt (%) st (mm^2 Vu (kN) b(N.A) pt (%) Check 703.7 3141 1920 1.32 0.40 1123 526.7 440.2 3600 0.33 0.226 0.34 v<tc, o.k Design for Moment ( along Z ) Check for Punching Shear Reinf. alon b(N.A) pt (%) st (mm^2 Vu (kN) Check st (mm^2 618.5 3188.3 1844.2 1.14 0.340 945 2159 475 1.11 1.12 tv<tc, ok 1344 16 FTG. MKD.. Load (kN) (kN- (kN- Rqd. Eqv. Sq. Ftg. Side (m) Eqv. Rect. Ftg. (m) Prov. along X along Z deff at col. face (mm along Z deff (mm) v (N/mm^2) c (N/mm^2 Mu (kNm) beff Mu/bd^2 (N/mm^2) deff (mm) tv (N/mm^2) c (N/mm^2 Mu (kNm) beff Mu/bd^2 (N/mm^2) tv (N/mm^2) tc (N/mm^2) f (mm) A x (B) C D1 D a x (b)
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Transcript of TAC House - Copy
PAGE-8
PROJECT: TDI SMALAHA MALL
DESIGN CALCULATION TITLE:
DESIGN OF ISOLATED FOOTING MKD- F1
Fck = 20 N/mm^2 Net Bearing Capacity of Soil = 180 kN/m^2Fy = 415 N/mm^2
LOC. Load CaseCol. Dim. (mm) Eqv. Rect. Ftg. (m)
along X along Z along X along Z
F1 32
155 DL+LL+CL-7 1010.738 -141.56 -5.365
400 600
6.18 2.49
3.600 3.600 12.96
105156 DL+SEIS+X+CL-7 924.948 -125.91 67.525 4.52 2.13 103157 DL+CL-7+SEIS+Z 933.211 -249.51 -5.394 4.56 2.14 112158 DL+CL-7+SEIS-X 911.396 -124.61 -78.148 4.46 2.11 103159 DL+CL-7+SEIS-Z 903.133 -1.014 -5.229 4.42 2.10 77
160 DL+LL+CL-7+SEIS+X 1017.514 -142.21 67.472 4.97 2.23 113161 DL+LL+CL-7+SEIS+Z 1025.778 -265.81 -5.447 5.01 2.24 122
162 DL+LL+CL-7+SEIS-X 1003.962 -140.92 -78.202 4.91 2.22 113163 DL+LL+CL-7+SEIS-Z 995.699 -17.317 -5.283 4.87 2.21 87
Footing Dim. (mm) Design for one way shear ( along X )
C D D1 along X along Z Vu (kN) b(N.A) pt (%) Check Ast (mm^2)
50 600 300 526 542 590.4 433.9 3600 0.38 0.310 0.39 tv<tc, o.k. 1344
Design for Moment ( along X ) Design for one way shear ( along Z )
b(N.A) pt (%) Ast (mm^2) Vu (kN) b(N.A) pt (%)Check
Ast (mm^2)
703.7 3141 1920 1.32 0.40 1123 526.7 440.2 3600 0.33 0.226 0.34 tv<tc, o.k. 996
Design for Moment ( along Z ) Check for Punching Shear Reinf. along X Reinf. along Z
b(N.A) pt (%) Ast (mm^2) Vu (kN)Check
Ast (mm^2) Spc. (mm)Ast (mm^2)
618.5 3188.3 1844.2 1.14 0.340 945 2159 475 1.11 1.12 tv<tc, ok 1344 16 150 996
FTG. MKD..
Load (kN)
Mx (kN-
m)
Mz (kN-
m)
Area Rqd.
(m^2)
Eqv. Sq. Ftg. Side (m)
Area Prov.
(m^2)
Soil Pr. kN/m^2
deff at col. face (mm)
deff (mm) tv (N/mm^2) tc (N/mm^2)
Mu (kNm)
beffMu/bd^2
(N/mm^2)deff (mm) tv (N/mm^2) tc (N/mm^2)
Mu (kNm)
beffMu/bd^2
(N/mm^2)tv (N/mm^2) tc (N/mm^2) f (mm)
A x (B)
C
D1D
a x (b)
PAGE-8
Reinf. along Z
Spc. (mm)
16 202
f (mm)
PAGE-8
PAGE-8
PAGE-14
PROJECT: RAJPURA THERMAL POWER PROJECT DOCOMENT NO: DATE
TITLE: DESIGN CALCULATION OF TRANSPORT AIR COMPRESSOR HOUSE (PH-I)O11108-C-BM-CS-DC-0016 19/4/23
DESIGN CHECKED APPROVED REV.RCM BMU ANS R0
CHARACTERISTIC STRENGTH OF CONCRETE, fc 25 N/mm^2 [1] TWO LONG EDGES CONTINUOUS
CHARACTERISTIC STRENGTH OF REINFORCEME500 N/mm^2 [2] ONE LONG EDGE DISCONTINUOUS
UNIT WEIGHT OF REINFORCED CONCRETE, Gc 2.5 t/m^3 [3] TWO LONG EDGES DISCONTINUOUS
PARTIAL SAFETY FACTOR, SF = 1.5
CONCRETE COVER AT SUPPORT, Cp = 35 mm
CONCRETE COVER AT SPAN, Cs = 35 mm
0.12 %
LOCATION PANEL TYPE LOADING Moment = Coeff.*n*Lx^2 REINFORCEMENT CHECK FOR DEFLECTION
F.F. & C.P. Other DL LL Total, nAlong Coeff.
Mu fsCheck
(mm) (mm) (mm) (t / m^2) (t / m^2) (t / m^2) (t / m^2) (t-m / m) (N/mm^2) (%) (mm^2) (mm) (mm) (mm) (N/mm^2) (%) (mm)
S1 ROOF 13200 3250 4.06 2 150 0.00 0.21 0.15 0.74
0.083 0.97 0.79 0.19 209 8 241 150
180.8 0.30 2.0 23 5106 O.K.0.100 1.16 0.95 0.23 253 8 199 150
0.044 0.51 0.48 0.12 124 8 407 200
0.058 0.68 0.64 0.15 155 8 323 200
S1 ROOF 13200 3250 4.06 1 150 0.00 0.21 0.15 0.74
0.063 0.73 0.59 0.14 155 8 324 150
134.2 0.30 2.0 26 5772 O.K.0.083 0.97 0.79 0.19 209 8 241 150
0.044 0.51 0.48 0.12 124 8 407 200
0.058 0.68 0.64 0.15 155 8 323 200
LARSEN & TOUBRO LIMITED EDRC - BMH BU, MMH IC
MINIMUM PERCENTAGE OF REINFORCEMENT, pmin =
SLAB REF.
Length of Slab Ly
Width of Slab Lx
Ly / Lx
CASE NO.
SLAB THK
Mu / 1000*d^2
pt reqd. Astreqd.
Bar Dia. Spc.reqd. Spc.prov. pt prov.
Mod. Fact. Span allow
ONE LONG EDGE
DISCONTINUOUS
Lx+
Lx--
Ly+
Ly--
TWO LONG EDGES
CONTINUOUS
Lx+
Lx--
Ly+
Ly--
Horizontal Vertical Horizontal MomentNode L/C Fx Mton Fy Mton Fz Mton Mx kNm My kNm Mz kNm
1 1 SL IN +X -9.482 -12.623 -0.047 -1.485 -4.116 352.9692 1 SL IN +X -9.348 12.551 0.006 0.267 -4.038 351.8083 1 SL IN +X -6.03 -4.814 -0.015 -0.933 -9.548 368.0774 1 SL IN +X -5.883 4.934 0.011 0.312 -6.898 359.3075 1 SL IN +X -7.227 -5.467 -0.019 -1.026 -6.603 441.0986 1 SL IN +X -7.041 5.443 0.025 0.459 -5.527 430.5247 1 SL IN +X -7.936 -6.17 -0.022 -1.069 -3.151 487.9118 1 SL IN +X -7.819 6.159 0.024 0.448 -2.51 479.3189 1 SL IN +X -8.13 -6.346 -0.026 -1.135 0.517 500.126
10 1 SL IN +X -8.02 6.338 0.024 0.447 0.396 491.80311 1 SL IN +X -7.803 -5.998 -0.03 -1.198 4.058 478.58912 1 SL IN +X -7.717 5.976 0.022 0.437 3.254 470.58613 1 SL IN +X -6.71 -5.307 -0.038 -1.377 11.176 410.49414 1 SL IN +X -6.535 5.377 0.032 0.535 8.883 399.56915 1 SL IN +X -10.972 -15.213 0.025 -0.015 3.702 362.08716 1 SL IN +X -10.865 15.159 0.029 0.496 5.117 361.05
-127.518127.4864
Vertical VerticalJOINT WEIGHT Node Fy kN1 WEIGHT 112.283 1 112.2832 WEIGHT 68.394 2 68.3943 WEIGHT 132.47 3 132.474 WEIGHT 87.896 4 87.8965 WEIGHT 131.383 5 131.3836 WEIGHT 132.144 6 132.1447 WEIGHT 132.477 7 132.4778 WEIGHT 132.473 8 132.4739 WEIGHT 112.278 9 112.278
10 WEIGHT 112.247 10 112.24711 WEIGHT 90.764 11 90.76412 WEIGHT 90.756 12 90.75613 WEIGHT 90.793 13 90.79314 WEIGHT 90.845 14 90.84515 WEIGHT 140.941 15 140.94116 WEIGHT 166.435 16 166.43517 WEIGHT 164.49 17 164.4918 WEIGHT 166.405 18 166.40519 WEIGHT 140.965 19 140.96520 WEIGHT 64.25 20 64.2521 WEIGHT 85.297 21 85.29722 WEIGHT 165.993 22 165.99323 WEIGHT 166.256 23 166.25624 WEIGHT 141.071 24 141.07125 WEIGHT 114.3 25 114.326 WEIGHT 114.126 26 114.12627 WEIGHT 114.323 27 114.32328 WEIGHT 113.889 28 113.88929 WEIGHT 7.672 29 7.67230 WEIGHT 7.672 30 7.67231 WEIGHT 7.672 31 7.67232 WEIGHT 7.672 32 7.67233 WEIGHT 7.672 33 7.67234 WEIGHT 7.672 34 7.67235 WEIGHT 7.672 35 7.67236 WEIGHT 7.672 36 7.67237 WEIGHT 7.672 37 7.67238 WEIGHT 7.672 38 7.67239 WEIGHT 5.754 39 5.75440 WEIGHT 5.754 40 5.75441 WEIGHT 5.754 41 5.75442 WEIGHT 5.754 42 5.75443 WEIGHT 161.063 43 161.06344 WEIGHT 195.465 44 195.46545 WEIGHT 192.821 45 192.82146 WEIGHT 195.662 46 195.66247 WEIGHT 155.483 47 155.48348 WEIGHT 240.53 48 240.5349 WEIGHT 349.478 49 349.47850 WEIGHT 340.196 50 340.19651 WEIGHT 347.621 51 347.62152 WEIGHT 237.082 52 237.08253 WEIGHT 100.564 53 100.56454 WEIGHT 123.596 54 123.59655 WEIGHT 94.234 55 94.234
56 WEIGHT 117.534 56 117.53457 WEIGHT 150.538 57 150.53858 WEIGHT 433.805 58 433.80559 WEIGHT 416.857 59 416.85760 WEIGHT 433.663 60 433.66361 WEIGHT 150.625 61 150.62562 WEIGHT 151.158 62 151.15863 WEIGHT 434.331 63 434.33164 WEIGHT 417.671 64 417.67165 WEIGHT 434.25 65 434.2566 WEIGHT 151.284 66 151.28467 WEIGHT 88.965 67 88.96568 WEIGHT 87.601 68 87.60169 WEIGHT 88.997 69 88.99770 WEIGHT 87.461 70 87.46189 WEIGHT 60.71 89 60.7190 WEIGHT 60.082 90 60.082
