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ASCE 7-10 Seismic Design Requirements for Pipe Racks 15.5.2

Engineer: BMS

Date: 01-14-15

11.4.2 - Site Class:

Site Class - D

(Chapter 20)

11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters:

Fig. 22-1, pg. 158-159

S.s 0.154 :

Table 11.4-1, pg. 55

F.a 1.6 :

Fig. 22-2, pg. 160-161

S.1 0.077 :

Table 11.4-2, pg. 55

F.v 2.4 :

S.MS F.a S.s * :

S.MS 0.246

(Eq. 11.4-1)

S.M1 F.v S.1 * :

S.M1 0.185

(Eq. 11.4-2)

11.4.4 - Design Spectral Acceleration Parameters:

S.DS 23 / S.MS * :

S.D1 23 / S.M1 * :

S.DS 0.164

(Eq. 11.4-3)

S.D1 0.123

(Eq. 11.4-4)

11.5 - Importance Factor And Risk Category:

Risk Category - II

(Table 1.5-1, pg 2)

I.e 1.00 :

(Table 1.5-2, pg 4)

11.6 - Seismic Design Catagory:

(Table 11.6-1 and 2, pg. 56)

Seismic Design Category - B

12.2 - Structural System Selection:

(Table 12.2-1, pg 60-62)

System - Ordinary reinfoced masonry shear walls

Detail Requirement Section - 14.4

R 1.25 :

Ω.0 1.25 :

C.d 1.25 :

12.8 - Equivalent Lateral Force Procedure:

12.8.2.1 - Approximate Fundemental Period

hn - Structural Height (ft)

Ct and x - Table 12.8-2, pg. 72

h.n 20 :

C.t 0.02 :

x 0.75 :

Approximate Fundemental Period T.a C.t h.n x^* : 0.189

C.u 1.7 :

(Table 12.8-1, pg 72)

T.max C.u T.a * : 0.322

(12.8.2)

T 0.61 :

12.8.2 - T may equal Ta

Long-period transition period T.L 8 :

(Fig. 22-12 pg. 170-171)

12.8.1.1 - Caculation of Seismic Response Coefficient:

C.smax T T.L ≤ S.D1 T R I.e / (* / S.D1 T.L * T 2^R I.e / (* (/ if :

(12.8-3)

(12.8-4)

C.smax 0.162

C.smin 0.044 S.DS * I.e * 0.01 ≥ 0.044 S.DS * I.e * S.1 0.6 ≥ 0.5 S.1 * R I.e / (/ 0.01 if if :

(12.8-5)

(12.8-6)

C.smin 0.01

C.s1 S.DS R I.e / (/ : 0.131

C.s S.DS R I.e / (/ C.smin < C.smin S.DS R I.e / (/ C.smax > C.smax S.DS R I.e / (/ if if :

(12.8-2)

C.s 0.131

12.7.2 - Effective Seismic Weight

2nd Floor

Tributary Area of 2nd Floor A.2 130 ft * 14 * ft * : ft 2^1820

Dead Load of 1nd Floor D.2 0 psf * :

Weight @ Mezz W.2 D.2 A.2 * : kip 0

Roof

Tributary Area of Roof A.R 130 ft * 14 * ft * : ft 2^1820

Dead Load of Roof D.R 20 psf * :

Weight @ Roof W.R D.R A.R * : kip 36.4

Dead load above the base and other loads above the base:

W W.2 W.R + :

W kip 36.4

Seismic Base Shear V C.s W * :

(Eq. 12.8-1)

V kip 4.783

12.8.3 - Vertical Distribution of Seismic Forces

Height @ 2nd Floor h.2 0 ft * :

T 0.61

k T 0.5 < 12 if :

Height @ Roof h.R 14 ft * :

2nd Floor

C.v2 W.2 h.2 * (k^W.2 h.2 * W.R h.R * + / : 0

F.2 C.v2 V * : kip 0

Roof

C.v2 W.R h.R * (k^W.2 h.2 * W.R h.R * + / : 6.909 105^* J *

F.2 C.v2 V * : kip 3.31 106^* J *

12.4.2.2 - Vertical Seismic Load Effect

E.v 0.2 S.DS * W * :

E.v kip 1.196