1 1

Blast Proof Occupied Buildings

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Contents Presentation

• References

• Functional Specification Blast Resistant Building

• Basis for design

• Blast & impact loading

• Design modeling & analyses

• Preliminary design

• Design details

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Explosion Analyses & Blast Resistant Design

) Q

V stoichiometric

gasges/hr

V Q

4 4

References Blast Resistant Onshore Modular Buildings

BASF Seal Sands Workshop

Blast resistance check 0,9 Psi

Shell Pernis for Hertel CKT

Blast Resistant Modular Building 8 Psi

BP Refineries for Hertel

Blast Resistant Modular Building 13 Psi

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ATEX 137 Implementation & Training

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Functional Specification Blast Resistant Building Shell Pernis

• Frame work structural steel; external walls corrugated plating

• Blast overpressure resistance: 970 mbar; 92,3 millisecond

• Explosion driven 6 inch, 300 lbs blind flange impact resistance

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Blast resistant building lay out Shell Pernis

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Basis for design specifications;codes & standards

• Specifications:– GP 04-30

Guidance on practice for design and location of occupied permanent buildings subject to blast, fire and gas hazards on onshore facilities

– GP 04-20Guidance on Practice for Civil Engineering

– DEP 34.17.10.30-Gen (optional)Technical specification blast resilient and blast resistant control buildings/field auxiliary rooms

• Codes and Standards– ARMY TM 5-1300

Structures to resist the effect of accidental explosions– PGS 1, part 2B: Effects of explosions on constructions; VROM/SZW;

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Basis for design material properties

• Material strengthApplied yield strength Fy = 355 N/mm² (St. 52 or equivalent)Ultimate strength Fu = 510 N/mm²

• Dynamic yield stress Fdy = Fy x SIF x DIFSIF = Strength increase factor

SIF = 1,1 for structural steelSIF = 1,2 for cold formed steel cladding panels

DIF = Dynamic increase factor: DIF = 1.29 for bending/ shearDIF = 1.19 for tension/ compression

• Applied material propertiesStructural steel Fdy = 504/465 N/mm² (Bending-Shear/tension-compression)Sheeting Fdy = 550/507 N/mm²(Bending-Shear/tension-compression)

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Basis for design criteria

Deformation limits

Ductility µ =Total (plastic) deformation/elastic deformationH = Frame height in mm

121.5Plates

22Open web joints

46Metal sheet panels

δ < H/25 mm33Frame members

1220Beams/girths

Ө ºµDeflectionRotationDuctilityElement

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Load combinations

• Overall strength analysis blast resistant building– Dead weight + frame blast loading

• Longitudinal direction• Transverse direction

• Local strength analysis wall and roof panels• Reflected over pressure • Impact loading walls

• Floor– Dead weight + live load (3kN/m²

• Stability– Dead weight + frame blast loading

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Design modeling & analyses

• Computer programs & analyses

– Local wall and roof analysesThe structural impact and response to the blast pressures to theexternal walls and roof are analysed by means of a time domain non-linear physical excel software.

– Overall frame designThe overall structural blast response calculation is performed with the software STAAD.PRO.The peak dynamic reactions from the walls and roof are applied tothe frame members.

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Design model & analysis outside wall panels

– Local wall and roof analyses

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Design model & analysis outside wall panels

Response corrugated sheet

-0.020

0.000

0.020

0.040

0.060

0.080

0.100

0.00 0.10 0.20 0.30 0.40 0.50 0.60

t [sec]

x [m

]

Non linear responseIn-elastic response

Elastic response

`

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Design model & analysis outside wall panels

Non linear spring corrugated sheet

-200000

-100000

0

100000

200000

300000

400000

500000

600000

-0.020 0.000 0.020 0.040 0.060 0.080 0.100

x [m]

Fs [N

]

Non linear spring

0.8

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Design model & analysis outside wall panels

Reaction force corrugated sheet

-100000

-500000

50000100000

150000

200000250000

300000

0.00 0.10 0.20 0.30 0.40 0.50 0.60

t [sec]

V [N

]

Reaction force

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Design model and analysis roof panels

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Design model and analysis roof panels

Response

0.000

0.020

0.040

0.060

0.080

0.100

0.120

0.140

0.160

0.180

0.000 0.020 0.040 0.060 0.080 0.100 0.120 0.140 0.160 0.180 0.200

t [sec]

x [m

]

Non linear response

In-elastic response

Elastic response

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Design model and analysis floor

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Fragment impact analysis

Fragment impact resistance external walls

0

20

40

60

80

100

0 100 200 300 400 500Weight (kg)

velo

city

(m/s

)

6 inch #300 blind flange

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Blast resistant frame model & analysis

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Blast resistant frame model & analysis

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Blast resistant frame model & analysis

Roof

Floor

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Blast resistant frame model & analysis

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Design details

•Doors

•Windows

•Ducts

•Piping

HVAC 250 mm pipe mounted in corrugated wall

3658

b detail c525 800

window 1800 500

29053100

1800

supporting width1140