2
SUMMARY OF BEARING PRESSURE DEMAND AND C/D RATIO qmax qmin qmax qmin kPa kPa kPa kPa F1 200.25 173.03 0.37 0.43 F2 199.46 173.38 0.38 0.43 F3 219.29 191.25 0.34 0.39 F4 219.29 192.18 0.34 0.39 F5 227.80 213.10 0.33 0.35 F6 229.43 215.02 0.33 0.35 allowable bearing pressure: 75 kPa (2m below the ground) SUMMARY OF ONE-WAY SHEAR DEMAND AND C/D RATIO LOAD CASE Demand C/D F1 6 1.4DL+1.7LL 626.37 1.12 7 1.1DL+1.3LL+1.1EX 496.45 1.42 8 1.1DL+1.3LL+1.1EZ 474.78 1.48 F2 6 1.4DL+1.7LL 623.73 1.13 7 1.1DL+1.3LL+1.1EX 488.47 1.44 8 1.1DL+1.3LL+1.1EZ 488.47 1.44 F3 6 1.4DL+1.7LL 696.36 1.01 7 1.1DL+1.3LL+1.1EX 552.41 1.28 8 1.1DL+1.3LL+1.1EZ 552.41 1.28 C/D Demand Footing No. 8 1.1DL+1.3LL+1.1EZ 552.41 1.28 F4 6 1.4DL+1.7LL 696.26 1.01 7 1.1DL+1.3LL+1.1EX 541.08 1.30 8 1.1DL+1.3LL+1.1EZ 541.08 1.30 F5 6 1.4DL+1.7LL 728.43 0.97 7 1.1DL+1.3LL+1.1EX 583.11 1.21 8 1.1DL+1.3LL+1.1EZ 637.15 1.11 F6 6 1.4DL+1.7LL 733.83 0.96 7 1.1DL+1.3LL+1.1EX 562.70 1.25 8 1.1DL+1.3LL+1.1EZ 636.65 1.11 phiVc = 704.40 kN One-Way Shear Capacity

Manila Cathedral Footing Design Summary 2011.04.13

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Page 1: Manila Cathedral Footing Design Summary 2011.04.13

SUMMARY OF BEARING PRESSURE DEMAND AND C/D RATIO

qmax qmin qmax qmin

kPa kPa kPa kPa

F1 200.25 173.03 0.37 0.43

F2 199.46 173.38 0.38 0.43

F3 219.29 191.25 0.34 0.39

F4 219.29 192.18 0.34 0.39

F5 227.80 213.10 0.33 0.35

F6 229.43 215.02 0.33 0.35

allowable bearing pressure: 75 kPa (2m below the ground)

SUMMARY OF ONE-WAY SHEAR DEMAND AND C/D RATIO

LOAD CASE Demand C/D

F1 6 1.4DL+1.7LL 626.37 1.12

7 1.1DL+1.3LL+1.1EX 496.45 1.42

8 1.1DL+1.3LL+1.1EZ 474.78 1.48

F2 6 1.4DL+1.7LL 623.73 1.13

7 1.1DL+1.3LL+1.1EX 488.47 1.44

8 1.1DL+1.3LL+1.1EZ 488.47 1.44

F3 6 1.4DL+1.7LL 696.36 1.01

7 1.1DL+1.3LL+1.1EX 552.41 1.28

8 1.1DL+1.3LL+1.1EZ 552.41 1.28

C/DDemandFooting

No.

8 1.1DL+1.3LL+1.1EZ 552.41 1.28

F4 6 1.4DL+1.7LL 696.26 1.01

7 1.1DL+1.3LL+1.1EX 541.08 1.30

8 1.1DL+1.3LL+1.1EZ 541.08 1.30

F5 6 1.4DL+1.7LL 728.43 0.97

7 1.1DL+1.3LL+1.1EX 583.11 1.21

8 1.1DL+1.3LL+1.1EZ 637.15 1.11

F6 6 1.4DL+1.7LL 733.83 0.96

7 1.1DL+1.3LL+1.1EX 562.70 1.25

8 1.1DL+1.3LL+1.1EZ 636.65 1.11

phiVc = 704.40 kN One-Way Shear Capacity

Page 2: Manila Cathedral Footing Design Summary 2011.04.13

SUMMARY OF TWO WAY SHEAR DEMAND AND C/D RATIO

Demand

Load Case Vu C/D

F1 6 1.4DL+1.7LL 1951.64 1.78

7 1.1DL+1.3LL+1.1EX 1521.31 2.28

8 1.1DL+1.3LL+1.1EZ 1471.97 2.36

F2 6 1.4DL+1.7LL 1949.05 1.78

7 1.1DL+1.3LL+1.1EX 1550.46 2.24

8 1.1DL+1.3LL+1.1EZ 1473.67 2.36

F3 6 1.4DL+1.7LL 2173.50 1.60

7 1.1DL+1.3LL+1.1EX 1701.68 2.04

8 1.1DL+1.3LL+1.1EZ 1758.37 1.97

F4 6 1.4DL+1.7LL 2178.97 1.59

7 1.1DL+1.3LL+1.1EX 1715.15 2.02

8 1.1DL+1.3LL+1.1EZ 1759.97 1.97

F5 6 1.4DL+1.7LL 2348.37 1.48

7 1.1DL+1.3LL+1.1EX 1895.37 1.83

8 1.1DL+1.3LL+1.1EZ 2056.02 1.69

F6 6 1.4DL+1.7LL 2369.38 1.47

7 1.1DL+1.3LL+1.1EX 1802.31 1.93

8 1.1DL+1.3LL+1.1EZ 2061.80 1.68

min Vc = 3471.52 kN Two-way Shear Capacity

SUMMARY OF BENDING DEMAND AND C/D RATIOSUMMARY OF BENDING DEMAND AND C/D RATIO

Muz Mux phiMnz/Muz phiMnx/Mux

F1 6 1.4DL+1.7LL 431.05 282.13 1.45 1.67

0 7 1.1DL+1.3LL+1.1EX 339.47 219.66 1.85 2.14

0 8 1.1DL+1.3LL+1.1EZ 326.10 218.29 1.92 2.15

F2 6 1.4DL+1.7LL 429.71 281.85 1.46 1.67

0 7 1.1DL+1.3LL+1.1EX 338.57 224.35 1.85 2.10

0 8 1.1DL+1.3LL+1.1EZ 325.68 218.55 1.93 2.15

F3 6 1.4DL+1.7LL 479.53 313.16 1.31 1.50

0 7 1.1DL+1.3LL+1.1EX 378.49 245.10 1.66 1.92

0 8 1.1DL+1.3LL+1.1EZ 388.16 259.62 1.62 1.81

F4 6 1.4DL+1.7LL 479.96 314.11 1.31 1.50

0 7 1.1DL+1.3LL+1.1EX 374.85 247.15 1.67 1.90

0 8 1.1DL+1.3LL+1.1EZ 387.57 259.89 1.62 1.81

F5 6 1.4DL+1.7LL 507.99 338.30 1.23 1.39

0 7 1.1DL+1.3LL+1.1EX 407.97 273.44 1.54 1.72

0 8 1.1DL+1.3LL+1.1EZ 444.50 302.73 1.41 1.55

F6 6 1.4DL+1.7LL 512.06 341.53 1.22 1.38

0 7 1.1DL+1.3LL+1.1EX 391.41 259.24 1.60 1.81

0 8 1.1DL+1.3LL+1.1EZ 444.78 303.64 1.41 1.55

phiMnz = 627.10 kNm Moment Capacity

phiMnx = 470.32 kNm

Moment Demand C/D