RELIANCE JAMNAGAR 3 PROGRAM

Spent Caustic Oxidation Package Scrubber Tower

Appendix 4

to

Report No.

SL/GEC /14/006

Seismic Load calculation

Appendix 2 RELIANCE JAMNAGAR 3 PROGRAM

Doc No.SL/GEC /14/004 Page No.1 of 1

Calculation of Seismic Load As per IS 1893 :Part-I for SCO Scrubber Equipment:

As per Design Basis for Seismic Analysis and Design 100800-1ENGG-DBD-CS-002 Rev.1 Cl.5.5.4.2

Seismic Force, =

Where

= 0.32

= 0 m

= 0.2 m

= 2.5

= 2.5

= 1.5

= 70 kN

= 0.5 x 0.32(1 +0) x 2.5 x 1.5 x (28)

= 16.8 kN

= 7 kN

Height of the equipment, H = 10.0 m

= 1.69 kN/m

Seismic Force on structure @ EL 0000:

Influence height of the equipment = 2.64 m

= 4.46 kN

Seismic Force on structure @ EL 5750:

Influence height of the equipment = 4.01 m

= 6.77 kN

Seismic Force on structure @ EL 8500:

Influence height of the equipment = 3.3 m

= 5.57 kN

Zone Factor, Z As per 100800-1ENGG-DBD-CS-002 Rev.1 Cl.5.5.4.2

Height of the attachment of component from GL, x

Height of supporting Structure, h

Component amplification factor , ap As per 100800-1ENGG-DBD-CS-002 Rev.1 Cl.5.5.4.2 - Annexure-A & BComponent response Modification factor, Rp

Component Importance factor, Ip

Self Weight of the component, Wp

Seismic Force, Fp

Seismic force shall > 10% of self weight of the component

Seismic Force, Fp

Seismic Force, Fp

Seismic Force, Fp

Seismic Force, Fp

Seismic analysis is carried out based on Equivalent lateral force system as per ASCE 7-05 code.

Earthquake Loads are considered as per the code ASCE 7-05 and IBC 2009.

The parameters for the site is as per the Spec: P7512-BD-2000-C-0001 Rev B2 & P7512-TS-2000-C-0003 Rev B3

Spectral acceleration for short periods SS = 0.32

Spectral acceleration for a 1-second period S1 = 0.1

Site class = D

Long period transition period TL = 8

Design spectral response acceleration for short period SDS = 0.33

Design spectral response acceleration for a 1-second period SD1 = 0.154

Occupancy category or Risk factor III

Importance factor I or Ie = 1.25

Response modification co-efficient R = 3.25

Co-efficient Ct = 0.0724

x = 0.8

Height of Building = 5.63 m

The Seismic Analysis carried out Equivalent Lateral Force method.

Fundamental Period of Structure

T = 0.288 sec

Seismic Response Co-efficient

= 0.118

Seismic Base Shear V =

Vertical Base Shear =

= 0.495 IBC 2009 Cl.1613.5.4SMs = Max Considered earthquake spectral response accelerations for short period

IBC 2009 Cl.1613.5.4SM1 = Max Considered earthquake spectral response = 0.231 accelerations for 1 second period

Site coefficient

= 1.55 IBC 2009 Cl.1613.5.3

= 2.31 IBC 2009 Cl.1613.5.3

P7512-TS-2000-C-0003 Rev B3 Table-1

P7512-TS-2000-C-0003 Rev B3 Cl. 6.5.1

P7512-TS-2000-C-0003 Rev B3 Table-2

ASCE 7 -05 Table 12.2-1, B.4

ASCE 7 -05 Table 12.8.2

hn

ASCE 7-05 Eq-12.8-7

ASCE 7-05 Eq-12.8-2

Cs

Cs X WASCE 7-05Eq-12.8-1

Ev 0.2SDSDASCE 7-05Eq-12.4-4

SMs3

2

SDs

SM13

2

SD1

Fa

SMs

Ss

Fv

SM1

S1