B. BLAST LOAD CALCULATIONSB.1 BLAST LOADING:

Peak side-on overpressure: Pso 3.19 psi:= Pso 22.0kPa= [From Table of VectraStage III Report Rev.]

Impulse: Io 116.03psi msec⋅:=

Hence, duration: td2IoPso

:= td 0.073sec=

Shock front velocity: U 1130 1 0.058Pso

psi⎛⎜⎝

⎞⎟⎠

⋅+⎡⎢⎣

⎤⎥⎦

0.5

⋅ft

sec:= [ASCE Report Eqn 3.5]

U 1230.1ft

sec= U 374.9

msec

=

Pressure wave length: Lw U td⋅:= [ASCE Report Eqn 3.6]

Lw 89.5ft= Lw 27.3m=

Peak dynamic wind pressure: qo 0.022Pso

psi⎛⎜⎝

⎞⎟⎠

2

psi:= [ASCE Report Eqn 3.4]

qo 0.2psi= qo 1.5kPa=

B.2 FRONT WALL LOADING:Assumptions:

a. The wall to span vertically with vertical reinforcements, and assumedconservatively to be simply supported at top & bottom. b. The design will be for a typical wall segment of 1-m width strip.

Building DimensionsWidth:

B 49.905m:=

Length:Height: H 6.2m:=

L 23.20m:=

BLAST

Reflected Overpressure: Pr 2 0.05Pso

psi⎛⎜⎝

⎞⎟⎠

⋅+⎡⎢⎣

⎤⎥⎦

Pso⋅:= [ASCE ReportEqns 3.2 and 3.3]

Pr 6.9psi= Pr 47.5kPa=

Clearing Distance: S min HB2

, ⎛⎜⎝⎞⎟⎠

:= [ASCE Report Sec. 3.5.1]

S 20.3ft= S 6.2m=

Reflected OverpressureClearing Time:

tc min 3SU

⎛⎜⎝⎞⎟⎠

⋅ td, ⎡⎢⎣⎤⎥⎦

:= [ASCE Report Eqn 3.8]

tc 0.050sec=

Drag Coefficient for rectangular bldg.: Cd.front 1.0:= [ASCE Report Sec. 3.3.3]Stagnation Pressure: Ps Pso Cd.front qo⋅+:= [ASCE Report Eqn 3.7]

Ps 3.4psi= Ps 23.5kPa=

Front Wall Impulse: Iw 0.5 Pr Ps−( )⋅ tc⋅ 0.5 Ps⋅ td⋅+:= [ASCE Report Eqn 3.9]

Iw 0.2psi sec⋅= Iw 1.5kPa sec⋅=

Effective Duration: te2 Iw⋅

Pr:= te 0.061sec= [ASCE Report Eqn 3.10]

Figure 3.7 Front Wall Loading

0 0.1 0.2

20

40

t, sec

P, k

Pa

Pressure Time Loading

B.3 SIDE WALL LOADINGThe wall is assumed simply supported at top & bottom, and 1m unit width shall betaken for analysis:

Wall unsupported Length (ClearSpan):

L1 H:= L1 6.2m=

Drag Coefficient rectangular bldg: Cd.side 0.40−:= [ASCE Report Sec. 3.3.3]

Equivalent Load Coefficient:Lw

L14.4= [ASCE Report Fig. 3.9]

ASCE Report Figure 3.9 Effective Overpressure Values (from TM 5-1300)

Therefore, Ce.side 0.82:=

Equivalent Peak Overpressure: Pa.side Ce.side Pso⋅ Cd.side qo⋅+:= [ASCE Report Eqn. 3.11]

Pa.side 2.5psi= Pa.side 17.4kPa=

Rise Time: tr.sideL1

U:= tr.side 0.017sec=

t2.side tr.side td+:= t2.side 0.089sec=

Figure 3.8 Sidewall Loading

0 0.1 0.2

20

40

t, sec

P, k

Pa

Pressure Time Loading

B.4 ROOF LOADINGThe roof slab is spanning between roof beams. For the design of the roof, a sectionof 1-meter strip width by the max. length of L1.roof 12.85 m:= long will be used.

Drag Coefficient for rectangualr bldg.: Cd.roof 0.4−:= [ASCE Report Sec. 3.3.3]

Equivalent Load Coefficient:Lw

L1.roof2.1= [ASCE Report Fig. 3.9]

ASCE Report Figure 3.9 Effective Overpressure Values (from TM 5-1300)

Therefore, Ce.roof 0.6:=

Equivalent Peak Overpressure: Pa.roof Ce.roof Pso⋅ Cd.roof qo⋅+:= [ASCE Report Eqn. 3.11]

Pa.roof 1.8psi= Pa.roof 12.6kPa=

Rise Time: tr.roofL1.roof

U:= tr.roof 0.034sec=

Total Positive Phase Duration: t2.roof tr.roof td+:= t2.roof 0.107sec=

Figure 3.8 Roof Loading

0 0.1 0.2

20

40

t, sec

P, k

Pa

Pressure Time Loading

B.5 REAR WALL LOADThe rear wall is proportioned the same as the front and side walls, spanningvertically. Because the highest loads are on the front wall, a rear wall analysiswould only be necessary to determine a net loading on the overall buildinganalysis. The analysis will be for a wall segment of 1-m strip width.

Drag Coefficient: Cd.rear 0.4−:= [ASCE Report Sec. 3.3.3]

Equivalent Load Coefficient:Lw

S4.4= [ASCE Report Fig. 3.9]

ASCE Report Figure 3.9 Effective Overpressure Values (from TM 5-1300)

Therefore, Ce.rear 0.82:=

Equivalent Peak Overpressure: Pb Ce.rear Pso⋅ Cd.rear qo⋅+:= [ASCE Report Eqn. 3.11]

Pb 2.5psi= Pb 17.4kPa=

Time of Arrival: taLU

:= ta 0.062sec=

Rise Time: tr.rearSU

:= tr.rear 0.017sec=

Total Positive Phase Duration: t2.rear tr.rear td+:= t2.rear 0.089sec=

Figure 3.10 Rear Wall Loading

0.05 0.1 0.15 0.2

20

40

t, sec

P, k

Pa

Pressure Time Loading