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Seismic Design and Analysis Guide

The document summarizes seismic design methods and response spectra for different building codes and standards, including IBC 2000, IBC 2012, NSCP 2015, and PEM. It provides spectral acceleration values for periods from 0 to 4 seconds based on soil conditions and other site-specific factors.

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John Eugene Fernandez
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82 views10 pages

Seismic Design and Analysis Guide

The document summarizes seismic design methods and response spectra for different building codes and standards, including IBC 2000, IBC 2012, NSCP 2015, and PEM. It provides spectral acceleration values for periods from 0 to 4 seconds based on soil conditions and other site-specific factors.

Uploaded by

John Eugene Fernandez
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
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Project Location

Site Location of the Project

The office building will be located in the corner of V. Mapa St. and Valenzuela
Extension, Sta. Mesa, Manila.

Perspective
Nearest Active Fault Trace

Design Inputs
Importance Factor 1.0
Seismic Zone 0.4
Near Source Factor (Na) 1.2
Near Source Factor (Nv) 1.6
Seismic Coefficient (Sa) 0.528
Seismic Coefficient (Sv) 1.024
IBC 2000

Seismic Method
1. Determine the short period spectral response acceleration, SS, from Figures
1615(1) – (10).
2. Determine the 1 second spectral response acceleration, S1, from Figures
1615(1) – (10).

3. Determine the Occupancy Category per Table 1604.5 and then the Seismic Use
Group per Paragraph 1616.2; the Seismic Use Group is used only for reference.

4. Determine the Site Class per 1615.1.1.

5. Determine the Response Modification Factor from Table 1622.2.5(1)

Sms = Fa*Ss Sm1 = FvS1

Ss = 0.85 S1 = 0.35
Fa = 1.1 Fy = 2
Sms = 0.935 Sm1 = 0.7

Sds = 2/3 Sms Sd1 = 2/3 Sm1


Sds = 0.623 Sd1 = 0.467

Period Spectral Acceleration


0 0.467
0.15 0.623
0.75 0.623
1 0.467
2 0.312
3 0.208
4 0.158
Response Spectrum

IBC 2000
0.7 0.623 0.623
0.6
0.467 0.467
0.5
0.4 0.312
SA

0.3 0.208
0.158
0.2
0.1
0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
T

IBC 2000

IBC 2012
Seismic Method

1. Decide if the seismic calculation needs to be performed treating the vessel as a


Non-Building Structure (Self Supporting), Non-Building Structure (Supported by
another Structure), or as a Non-Structural Component. Use ASCE 7-10
paragraphs 13.1.5 and 15.1.1 and 15.3 for guidance.

2. Determine the short period spectral response acceleration, SS, from Figures 22-
1 through 22-6 for ASCE 7-10 OR Figures 1613.3.1(1) through 1613.3.1(6) for IBC
2012 OR Figures 1613.3.1(1) through 1613.3.1(8) for IBC 2015.

3. Determine the 1 second spectral response acceleration, S1, from Figures 22-1
through 22-6 for ASCE 7-1 OR Figures 1613.3.1(1) through 1613.3.1(6) for IBC
2012 OR Figures 1613.3.1(1) through 1613.3.1(8) for IBC 2015.

4. Determine the Risk Category per Table 1.5-1 for ASCE 7-10 and Table 1604.5
for IBC 2012 and IBC 2015.

5. Determine the Site Class per Section 11.4.2 and chapter 20 for ASCE 7-10.
Sms = Fa*Ss Sm1 = FvS1

Ss = 0.85 S1 = 0.35
Fa = 1.1 Fy = 2
Sms = 0.935 Sm1 = 0.7

Sds = 2/3 Sms Sd1 = 2/3 Sm1


Sds = 0.623 Sd1 = 0.467

Period Spectral Acceleration


0 0.467
0.15 0.623
0.75 0.623
1 0.467
2 0.312
3 0.208
4 0.158

Response Spectrum

IBC 2012
0.7 0.623 0.623
0.6
SPECTRAL ACCELERATION

0.467 0.467
0.5

0.4 0.312
0.3
0.208
0.158
0.2

0.1

0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
T
NSCP 2015
Seismic Method
The ground motion representation shall, as a minimum, be one having a 10-
percent probability of being exceeded in 50 years, shall not be reduced by the
quantity R and may be one of the following
1. An elastic design response spectrum constructed in accordance with Figure
208-3 using the values of Ca and Cv consistent with the specific site. The design
acceleration ordinates shall be multiplied by the acceleration of gravity 9.815
m/sec^2
2. A site specific elastic design response spectrum based on geologic, tectonic,
seismologic and soil characteristics associated with the specific site. The spectrum
shall be developed for a damping ration of 0.05, unless a different value is shown
to be consistent with the anticipated structural behavior at the intensity of shaking
established for the site.
3. Ground motion time histories developed for the specific site shall be
representative of actual earthquake motions. Response spectra from time
histories, either individually or in combination, shall approximate the site design
spectrum conforming to Section 208.5.3.2, Item 2

Period Spectral Acceleration


0 0.44
0.2 1.1
1 1.1
2 0.55
3 0.368
4 0.276
5 0.22
NSCP 2015
1.2 1.1 1.1

SPECTRAL ACCELERATION
1

0.8
0.55
0.6
0.44
0.368
0.4 0.276
0.22
0.2

0
0 1 2 3 4 5 6
T

PEM
Period Spectral Acceleration
0 0.44
0.2 0.85
0.5 0.32
0.8 0.5
1 0.35
2 0.23
3 0.1

PEM
0.85
0.9
0.8
SPECTRAL ACCELERATION

0.65
0.7
0.6 0.5
0.5 0.44
0.35
0.4
0.3
0.2 0.1
0.1
0
0 0.5 1 1.5 2 2.5 3 3.5
T
PGA & Intensity
Period Spectral Acceleration
0 0.48
0.1 0.63
0.8 0.63
1 0.47
2 0.32
3 0.21

PGA
0.7 0.63 0.63
0.6
SPECTRAL ACCELERATION

0.48 0.47
0.5

0.4 0.32
0.3
0.21
0.18
0.2

0.1

0
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
T
Storey Shear Calculation
Structure Dimension
Beams 250mm x 450mm
Columns 450mm x 450mm
Slab 100mm
Walls 100mm

Level Wt (KN) h (m) Wt*h^2 Vb (KN) Storey Force (KN) Storey Shear (KN)
1 3033.9 4 12135.6 25.75 25.75 25.75
2 3033.9 7 21237.3 39.17 39.17 39.17
3 3033.9 10 30339 51.18 51.18 51.18
4 3033.9 13 39440.7 62.31 62.31 62.31
5 3033.9 16 48542.4 72.81 72.81 72.81

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