ZFP_IND CALCULATION FORMAT file:///tt/file_convert/544b36f0b1af9f76478b4954/document.xls

3.4 BLAST LOAD

Reference: SAES-M-009 - Design Criteria for Blast Resistant Buildings Design of Blast Resistant Buildings in Petrochemical Facilities, ASCE

As per Final Building Risk Assesment Study Report - reference letter LP/TSU-036-2006 dated August 30, 2006.

Peak side-on overpressur = 1.40 psi & 67.7 ms = ### sec

m

PR

OP

OS

ED

SU

BS

TA

TIO

N

7.2

00

NO

RTH

m6

.65

H =

L = ### m

FGL TOC

SECTION A - A m PROPOSED SUBSTATION

10

.72

A A

B =

PLAN

BLAST FORCE

Reference :ASCE Report 97; Design of Blast Resistant Buildings in Petrochemical Plants

Building size : = 70.00 m = 229.60 ftWidth B = 10.72 m = 35.16 ftHeightH = 7.20 m = 23.62 ft

CALCULATION SHEETDESCRIPTION: SUBSTATION - UGOSP 7 AND UGOSP 8 BI No.

REPLACE ELECTRICAL EQUIPMENT AT 5 SOUTHERN GOSPsBI-10-00241

Saudi Arabia

PSO duration, td =

Length L

ZFP_IND CALCULATION FORMAT file:///tt/file_convert/544b36f0b1af9f76478b4954/document.xls

DESIGNED: CHECKED: APPROVED: SHEET NO.: DATE:

ZUHAIR FAYEZ PARTNERSHIP CONSULTANTS NTP JAMA AZJ 1 of 1 APRIL 2007NTP

BLAST LOAD

Reference: SAES-M-009 - Design Criteria for Blast Resistant Buildings Design of Blast Resistant Buildings in Petrochemical Facilities, ASCE

As per Final Building Risk Assesment Study Report - reference letter LP/TSU-036-2006 dated August 30, 2006.

Peak side-on overpressur = 1.40 psi & 67.7 ms = ### sec

m

PR

OP

OS

ED

SU

BS

TA

TIO

N

NO

RTH

7.2

00

m6

.65

H =

L = ### m

m

FGL TOC

10

.72

B = PROPOSED SUBSTATION

SECTION A - AA

A

PLAN

BLAST FORCE

Reference :ASCE Report 97; Design of Blast Resistant Buildings in Petrochemical Plants

Building size : = 70.00 m = 229.60 ftWidth B = 10.72 m = 35.16 ftHeightH = 7.20 m = 23.62 ft

CALCULATION SHEETDESCRIPTION: SUBSTATION - UGOSP 7 AND UGOSP 8 BI No.

PSO duration, td =

Length L

ZFP_IND CALCULATION FORMAT file:///tt/file_convert/544b36f0b1af9f76478b4954/document.xls

REPLACE ELECTRICAL EQUIPMENT AT 5 SOUTHERN GOSPsBI-10-00241

Saudi Arabia

DESIGNED: CHECKED: APPROVED: SHEET NO.: DATE:

ZUHAIR FAYEZ PARTNERSHIP CONSULTANTSNTP JAMA AZJ 1 of 3 APRIL 2007

NTP

Blast Loading:

Pso = 1.40 psi and = 0.068 sec

shock front velocity, U = 1130 ( 1 + 0.058 Pso )^0.5 ft/sec ………………….eq. 3.5= 1174.983 ft/sec= U * td = 79.5 ft ………………….eq. 3.6

peak dynamic wind pressure, = = 0.0431 psi ………………….eq. 3.4

a) Front wall loading :

The front wall is assumed to span vertically from foundation to roof. The design will be for a typical

wall segment of one foot width.

reflected overpressure, Pr = ………………………eq 3.2 & 3.3= 2.8980 psi = 19.982 kn/sqm

= = 17.58 ft. ………………Section 3.5.1

reflected overpressure clering time, = 3 (S / U) < ………………….eq. 3.8= 0.045 < ###

drag coefficient, Cd = 1.00 ………………Section 3.3.3stagnation pressure, Ps = = 0.043 psi ………………….eq. 3.7front wall impulse, Iw = + ………………….eq. 3.9

= 0.066 psi-sec

effective duration, = 2 Iw / Pr = 0.045 sec ………………….eq. 3.10

b) Side wall loading :

The side wall is the same as the front wall, spanning vertically from foundation to roof.

This calculation will be for a wall segment ( L1), 1 foot wide.

Drag coefficient, Cd = -0.4 ……...…………. section 3.3.3

Equivalent load coefficient,Lw / L1 = 35.16 ∕ 1.00 = 35.16Reduction factor, Ce = 0.95 ………………………. Fig. 3.9 for above Lw / S value

= 1.00

= ………….…eq 3.11= 1.383 psi = 9.534 kn/sqm

= L1/U = 0.001 sec (negligble) …………………………figure 3.8

= 0.068 sec

td

length of pressure wave,Lw

qo 0.022 ( Pso)2

[ 2+0.05(PSO)] PSO

clearing distance, S minimum of H or B/2

tc td

Pso + Cd (qo)0.5 ( Pr - Ps ) tc 0.5Ps*td

te

however, use Ce

Equivalent Peak Overpressure, Pa Ce PSO + Cd qo

rise time, tr

time of duration, td

ZFP_IND CALCULATION FORMAT file:///tt/file_convert/544b36f0b1af9f76478b4954/document.xls

CALCULATION SHEETDESCRIPTION: SUBSTATION - UGOSP 7 AND UGOSP 8 BI No.

REPLACE ELECTRICAL EQUIPMENT AT 5 SOUTHERN GOSPsBI-10-00241

Saudi Arabia

DESIGNED: CHECKED: APPROVED: SHEET NO.: DATE:

ZUHAIR FAYEZ PARTNERSHIP CONSULTANTS NTP JAMA AZJ 2 of 3 APRIL 2007asimksen

c) Roof loading :The roof is a slab spanning between roof beams. For the design of the roof, a section 1 foot

wide by span of the slab will be used.

= 35.16 ft

= -0.4 …...…………. section 3.3.3

Equivalent load coefficientLw / S = 35.16 ∕ 1.00 = 35.162 ………………. Figure 3.9

Reduction factor, Ce = 0.95 ………………………. Fig. 3.9 for above Lw / S value= 1.00

= ……………………… eq 3.11= 1.383 psi = 9.534 kn/sqm

= L1/U = 0.030 sec …………………………figure 3.8

= 0.068 sec

= = 0.098 sec

b) Rear wall loading :

The rear wall also spanning vertically from foundation to roof. The analysis will be for a wall

segment of 1 foot wide.

Drag coefficient, Cd = -0.4 ……………………………section 3.3.3

Equivalent load coefficientLw / S = 21.81 ∕ 1.00 = 21.812Reduction factor, Ce = 0.95 ………………………. Fig. 3.9 for above Lw / S value

= 1.00

= ………………………eq 3.11= 1.383 psi = 9.534 kn/sqm

time of arrival = L / U = 0.195 sec …………………………figure 3.8

rise time, ( TM 5-1300 criteria ) tr = S / U = ### sec …………………………page 3-22

= 0.068 sec

= = 0.083 sec

span of the slab, L1

drag coefficient, Cd

however, use Ce

Equivalent Peak Overpressure, Pa Ce PSO + Cd qo

rise time, tr

time of duration, td

total positive phase duration, to tr + td

however, use Ce

Equivalent Peak Overpressure, Pb Ce PSO + Cd qo

ta

time of duration, td

total positive phase duration, to tr + td

ZFP_IND CALCULATION FORMAT file:///tt/file_convert/544b36f0b1af9f76478b4954/document.xls

CALCULATION SHEETDESCRIPTION: SUBSTATION - UGOSP 7 AND UGOSP 8 BI No.

REPLACE ELECTRICAL EQUIPMENT AT 5 SOUTHERN GOSPsBI-10-00241

Saudi Arabia

DESIGNED: CHECKED: APPROVED: SHEET NO.: DATE:

ZUHAIR FAYEZ PARTNERSHIP CONSULTANTSNTP JAMA AZJ 3 of 3 APRIL 2007

asimksen