From past earthquakes it is proved that many of structure are totally or partially damaged due to earthquake. So, it is necessary to determine seismic responses of such buildings. There are different techniques of seismic analysis of structure. Time
analysis building
study on capital structure, operating leverage and financial leverage of Bharati Airtel
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Shear walls and outriggers have been used so far to resist the seismic waves of earthquake and heavy winds actions. The complete failure of the structures that has occurred in the past due to catastrophic earthquake may be avoided with the use of she
This document is prepared for subject Analysis Structure BFC21403
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Design Calculations for Carpark shade structures
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Retrofitting of combined masonry and concrete with brick and stones structuresFull description
Initial
Date
Project Location:
Sheet
Amorato Stadium, Don Alejandro Roces Avenue, Quezon City
Proj.no
3
Raised by
(100m )
Designed
MJRI
Checked
VVCJr 7/20/2017
11
Scale
7/20/2017 Description:
Rev. No
0
Dwg/Calc No.
MANILA WATER EMERGENCY RESERVOIR PROJECT
Approved
Calculation Procedure
Seismic Design Parameters: (NSC (N SCP P 2015 7th Edition, Edit ion, Volu V olume me 1) 1) Soi Profile Type, S C Very Dense Soil and Soft Rock Seismic Zone Distance to known Seismic Source (see Figure 1) Near Source Factor: N a (from linear interpolation)
Zone 4 5.8 km 1.160
Near Source Factor: N v
1.000
Seismic Coeffiecient, Ca (0.4N a )
0.464 (PGA)
Seismic Coeffiecient, Cv (0.56N v )
0.56
Estimate the expected free-field ground strains (NCHRP R eport 611) Seismic Consideration - Seismic propagates perpendicularly to the structures max/Gm where:
max =
= PGA = g = v
=
=
(PGA/g) v Rd 87120.47
maximum earthquake-induced shearing stress
2
lb/ft
0.464g
peak ground acceleration 2
m/s
9.81
gravitational constant
s(H + D) 2
1893
lb/ft
(90.58) kPa 3
d = 114.680 lb/ft
H = D =
6.560 9.945
(18) kN/m^3 unit weight of fill
ft ft
(2000) mm height of fill above the top of vessel vessel (3032) mm vessel oustide diameter
Rd = 1.0 - 0.00233*z for z < 30ft = 1.174 - 0.00814*z for 30ft < z < 75ft Rd =
depth-dependent stress reduction factor
0.973 z =
Gm =
total vertical overburden pressure at the depth corresponding to the invert of the vessel
Vs
11.532
ft
(3516) mm depth to the midpoint of the vessel
= 4969309.349 lb/ft
effective, strain compatible shear modulus of the ground surrounding the vessel
2
=
d / g
=
3.564
g =
32.18
lb-s /ft 2 ft/s
Vs =
1180.8
ft/s
0.018
2
4
unit mass of soil gravitational constant
(360) m/s shear wave velocity (see Figue 2) maximum earthquake-induced shearing stress
Maximum free field diameter change 0.5 max D 1.046 Alllow Ovality =
in
(26.571) mm diameter change in ground
5%D 5.97
in
Capacity of section is safe against ovality from seismic load.
Initial
Date
Project Location:
Sheet
Amorato Stadium, Don Alejandro Roces Avenue, Quezon City
Proj.no
3
Raised by
(100m )
Designed
MJRI
Checked
VVCJr 7/20/2017
11
Scale
7/20/2017 Description:
Rev. No
MANILA WATER EMERGENCY RESERVOIR PROJECT
Approved
Calculation Procedure
Figure 1. Showing the distance of Structure from the Nearest Fault Line
