Load calculations buildings

7/29/2019 Load calculations buildings

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ARYA JAGAT

DEAD LOADS:

BRICK WORKS - FLOOR HT. = 3.30M

230 THK. WALL - BEAM DEPTH = 0.60 M 0.23 x 2.70 x

0.45 M 0.23 x 2.85 x

CONCRETE - FLOOR SLABS - THICKNESS = 0.150 M 0.15 x 1.00 x

PLASTERS: 0.01 M 0.01 x 1.00 x

FLOOR FINISHES: 0.10 M 0.10 x 1.00 x

FLOOR FINISHES (ROOF):

LIVE LOADS:

STILT LEVEL:

FLOORS:

ROOF (ACCESSIBLE):

ROOF (INACCESSIBLE):

LOAD ON BEAMS FROM SLAB

= w*lx/6*(3-(lx/ly)^2) where lx


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LIVE (STILT LVL) = 8.08kN/m

(FLOORS) = 3.23 kN/m

ROOF (ACCESSIBLE): 2.42kN/m

ROOF (INACCESSIBLE): 1.21kN/m

PANEL 4:

lx = 4.10 m

ly = 5.04 m

LOADS ON BEAM

DEAD (FLOORS) = 9.87kN/m

(ROOF) = 14.66 kN/m





PANEL 5:

lx = 3.20 m

ly = 5.04 m

LOADS ON BEAM


(ROOF) = 12.71 kN/m





SELF WEIGHT OF DEEP BEAM PER FLOOR: 3.30 M 0.20 x 3.30 x

DEAD LOAD ON BEAMS 1 TO 5:

LOAD ON BEAM 1 FROM 1 FLOOR: 30.53 kN/m

LOAD ON BEAM 1 FROM 5 FLOORS: 152.67kN/m









LIVE LOAD ON BEAMS 1 TO 5:


LOAD ON BEAM 1 FROM 5 FLOORS: 22.73 kN/m



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20 = 12.42 kN/m

20 = 13.11 kN/m

25 = 3.750 kN/sqm

2.2 = 0.024 kN/sqm

24 = 2.400 kN/sqm

6.174 kN/sqm

5.400

9.174 kN/sqm

= 5.00 kN/sqm

= 2.00 kN/sqm

= 1.50 kN/sqm

= 0.75 kN/sqm


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25 = 16.50 kN/m


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7/31

ARYA JAGAT

DEAD LOADS:

BRICK WORKS - FLOOR HT. = 3.30M

230 THK. WALL - BEAM DEPTH = 0.60 M 0.23 x 2.70 x

0.45 M 0.23 x 2.85 x

CONCRETE - FLOOR SLABS - THICKNESS = 0.150 M 0.15 x 1.00 x

PLASTERS: 0.01 M 0.01 x 1.00 x

FLOOR FINISHES: 0.10 M 0.10 x 1.00 x

FLOOR FINISHES (ROOF):

LIVE LOADS:

STILT LEVEL:

FLOORS:

ROOF (ACCESSIBLE):

ROOF (INACCESSIBLE):

LOAD ON BEAMS FROM SLAB

= w*lx/6*(3-(lx/ly)^2) where lx


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PANEL 4:

lx = 4.10 m

ly = 5.04 m

LOADS ON BEAM


(ROOF) = 14.66 kN/m





PANEL 5:

lx = 3.20 m

ly = 5.04 m

LOADS ON BEAM


(ROOF) = 12.71 kN/m





SELF WEIGHT OF DEEP BEAM PER FLOOR: 3.30 M 0.20 x 3.30 x

DEAD LOAD ON BEAMS 1 TO 5:











LIVE LOAD ON BEAMS 1 TO 5:





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20 = 12.42 kN/m

20 = 13.11 kN/m

25 = 3.750 kN/sqm

2.2 = 0.024 kN/sqm

24 = 2.400 kN/sqm

6.174 kN/sqm

5.400

9.174 kN/sqm

= 5.00 kN/sqm

= 2.00 kN/sqm

= 1.50 kN/sqm

= 0.75 kN/sqm


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25 = 16.50 kN/m


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TYPE-3 QTR, ANDRO

REACTIONS AT COLUMN SUPPORTS FOR DEAD + LIVE LOAD COMBINATION

L/CForces (kN) Moments (kNm)

Fx Fy Fz Mx My Mz

78 LOAD + LIV 12.32 686.08 35.51 39.07 0.76 -1.47

79 LOAD + LIV 0.80 1851.89 27.59 29.98 -1.65 12.05

80 LOAD + LIV -16.56 1402.48 8.04 9.92 -0.11 24.72

81 LOAD + LIV -15.73 782.11 1.57 1.60 0.05 24.18

82 LOAD + LIV -55.64 2861.21 2.01 2.73 -0.05 69.58

83 LOAD + LIV -15.31 1058.78 -0.55 -0.94 0.33 23.29

84 LOAD + LIV 26.39 1271.61 25.38 26.48 1.71 -32.00

85 LOAD + LIV 90.31 3800.51 72.32 80.94 4.22 -106.76

86 LOAD + LIV -61.11 3669.23 104.89 123.74 9.07 69.47

87 LOAD + LIV -20.56 1679.39 -10.06 -16.82 10.92 21.51

88 LOAD + LIV -116.87 444.35 14.57 12.13 10.69 52.93

89 LOAD + LIV 52.03 1196.35 -36.22 -46.90 1.63 -105.53

90 LOAD + LIV 151.97 4469.62 -50.39 -64.53 1.47 -222.42

91 LOAD + LIV -11.07 5095.96 -52.37 -61.59 -3.24 -33.96

92 LOAD + LIV -138.69 559.84 -6.59 -9.21 -0.85 107.44

93 LOAD + LIV 48.71 940.62 -2.70 -8.64 0.47 -101.38

94 LOAD + LIV 120.79 3471.87 -3.85 -11.61 1.12 -185.56

95 LOAD + LIV 7.42 4166.22 -0.86 -3.31 -1.03 -54.40

96 LOAD + LIV -123.95 516.74 0.11 0.61 0.29 92.16

97 LOAD + LIV 55.48 1210.33 31.66 30.59 -0.24 -116.05

98 LOAD + LIV 148.70 4370.98 39.41 37.56 0.78 -225.23

99 LOAD + LIV 2.63 5104.21 51.76 56.33 1.82 -56.87

100 LOAD + LIV -136.11 558.34 9.72 13.80 2.59 97.34

101 LOAD + LIV 45.71 1114.61 -50.60 -66.67 -2.51 -78.86

102 LOAD + LIV 69.23 3546.02 -64.76 -86.17 -0.84 -107.64

103 LOAD + LIV 68.26 3906.87 -58.75 -74.46 -6.64 -113.20

104 LOAD + LIV -59.15 214.08 5.20 12.67 -8.98 28.01

105 LOAD + LIV -133.35 527.59 -21.25 -18.43 -10.02 31.70

106 LOAD + LIV -29.79 2229.12 -8.36 -10.78 -0.60 22.60

107 LOAD + LIV 5.39 1242.43 -10.67 -13.95 -0.48 -11.99

108 LOAD + LIV 2.57 1051.03 -3.69 -5.20 -0.49 -8.72

109 LOAD + LIV 5.90 683.83 -1.29 -2.76 -0.23 -10.24

110 LOAD + LIV 5.29 820.64 -1.14 -2.17 -0.19 -9.52

111 LOAD + LIV 30.97 525.39 -16.14 -27.05 -2.06 -44.09

112 LOAD + LIV -0.31 1143.56 -16.84 -24.03 0.21 -0.11

113 LOAD + LIV 6.65 607.06 -2.85 -4.61 -0.16 -11.36

114 LOAD + LIV 9.22 713.09 -3.03 -4.44 -0.10 -14.58

115 LOAD + LIV 16.38 1139.35 -12.45 -15.26 -0.80 -23.42

116 LOAD + LIV -31.89 114.56 -14.21 -8.79 -8.62 22.83

122 LOAD + LIV -3.45 2441.41 29.61 35.97 0.00 9.25

168 LOAD + LIV -99.75 394.99 10.08 18.54 -3.67 63.28

210 LOAD + LIV 1.12 623.02 -17.23 -29.54 -0.09 -1.88

537 LOAD + LIV 85.05 2700.49 -2.58 -5.22 0.30 -87.62

538 LOAD + LIV 0.00 175.21 0.00 0.00 0.00 0.00

Node

No.


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CALCULATION OF STATIC BASE SHEAR:

Total wt. of structure, W = 77083 kN T at X-Direction = 0.09h

Zone Factor, Z = 0.16 d at X-Direction =

Z/2 = 0.08 T =

Importance Factor, I = 1 For me

Response Reduction Factor, R = 5 0.10 =< T =


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sqrt(d)

25.40m

0.136 sec 0.02

ium soil site &

sqrt(d)

16.10m

0.170 sec

ium soil site &

ctor of 1


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OVERHEAD SERVICE RESERVOIR AT SAWAI MADHOPUR, RAJASTHAN - 500KL CAPACITY .

REACTIONS AT COLUMN SUPPORTS FOR DEAD + LIVE LOAD COMBINATION

L/CForces (kN) Moments (kNm)

Fx Fy Fz Mx My Mz

32 LOAD + LI 9.08 284.83 18.03 12.33 -0.26 -10.82

33 LOAD + LI 4.37 403.85 -14.09 -5.82 0.15 -5.74

34 LOAD + LI 1.20 380.27 18.23 11.36 0.09 -2.41

35 LOAD + LI 4.21 331.87 6.12 4.00 0.00 -3.65

36 LOAD + LI 3.28 367.61 0.42 -0.34 -0.05 -3.07

37 LOAD + LI -11.48 263.64 1.92 1.37 -0.16 6.22

38 LOAD + LI -6.35 649.92 6.54 1.83 0.04 4.44

39 LOAD + LI 1.37 663.96 8.00 0.72 -0.01 -0.88

40 LOAD + LI -1.51 422.23 5.49 3.75 -0.09 1.16

41 LOAD + LI -0.58 620.96 -1.61 -2.02 -0.02 -0.66

42 LOAD + LI 8.33 1136.75 -30.28 -22.35 -0.10 -6.08

43 LOAD + LI -1.55 1213.34 -5.66 -5.84 0.14 0.84

44 LOAD + LI -0.27 609.56 -4.75 -2.60 -0.31 0.29

45 LOAD + LI -5.85 140.10 8.03 9.05 -0.36 5.1746 LOAD + LI -6.15 241.56 -0.14 -0.05 -0.07 5.73

47 LOAD + LI 10.22 273.86 -18.03 -13.22 0.27 -10.68

48 LOAD + LI 6.23 389.58 14.98 5.29 0.29 -6.41

49 LOAD + LI 8.16 621.15 8.76 1.45 -0.01 -7.07

50 LOAD + LI -1.15 523.99 -1.56 -1.56 0.01 -0.74

51 LOAD + LI -2.75 691.96 -2.71 -2.75 0.27 0.00

52 LOAD + LI -2.93 201.56 -5.12 -5.04 0.15 -0.14

53 LOAD + LI 2.05 253.81 -0.73 -0.47 -0.41 -2.79

54 LOAD + LI 0.06 215.73 -10.89 -2.58 -0.38 -0.26

55 LOAD + LI -17.99 470.73 -0.95 -0.61 -0.38 19.07

CALCULATION OF STATIC BASE SHEAR:

Total wt. of structure, W = 11373 kN

Zone Factor, Z = 0.16 Ht. of structure, h =

Z/2 = 0.08 T =

Importance Factor, I = 1 For mediu

Response Reduction Factor, R = 5 0.55 =

Load calculations buildings

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