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Vrata

Tip vrata Horizontal Sliding Blast Door

Statiki sistem prosta greda, vertikalni polozaj

Dimenzije otvora

irina 305 cm

visina 350 cmDimenzije vrata

irina 330 cm

visina 360 cm

Konstrukcija vrata

spoljanji lim 10 mm

unutranji lim 6 mm

peripheral frame UPN 160

horizontal channels spaced at 60 cm intervals HE 160 A

h = 152 mm

b = 160 mm Axis y

tf= 9 mm Iy= 1673 cm4

tw=6 mm Wy1= 220.1 cm3

r1= 15 mm Wy,pl= 245.1 cm3

ys= 80 mm iy= 6.57 cm

d = 104 mm Sy= 123.0 cm3

A = 38.77 cm2

AL= 0.91 m2.m

-1 Iw= 3.14E+4 cm6

G = 30.4 kg.m-1 iw= 3.705 cm

Optereenje sl-1

NEW= 226795 kg

Peak incident overpressure

Pso= 0.7 MPa

Is= 7.50 Mpa-ms

ts= 21.43 ms

a= 0

triangular pulse

UFC 3-340-02, sl- 2-193

Cra= 5

Pra=C

ra*P

so3.5 MPa

Ir/W1/3= 0.23 Mpa-ms/kg1/3

Ir= 13.81 Mpa-ms

tr=2*ir/Pr 7.89 ms

Design criteria

low pressure range

maximum member end rotation, max 12

Section

Warping a

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ductility ratio =(Xm /XE) 20

This door has not been designed to resist reversal or rebound forces.

Single-degree-of-freedom system

The heavy exterior plate is designed as a continuous member supported by the channels(tu

The horizontal channels(tubes) are designed as simply supported members,

transferring load to the vertical channels(tubes).

Materijal

EN 10025-2

Nuances dacier Grades S275 JR

Static yield stress, fy 275.00 Mpa

modul elasticnosti, E 21,000.00 kN/cm2

Dynamic increase factor on the yield stress, c Tab.ou Fig. 5-2

c= 1.2

Average yield strength increase factor, a

for steels with a specified minimum yield of

344.74 MPa or less 1.1Dynamic design stress,fds Eq. 5-2

for ductility ratio, 10 : fds= fdy= c a fy 363.00 Mpa

Dynamic yield stress in shear, Eq. 5-4

fdv=0,55*fds 199.65 Mpa

Dimenzionisanje spoljanjeg lima

Le=50-2*8/2= 42 cm

Elastic and plastic section moduli (per unit width)

S=bd2/6 0.17 cm3/cm

Z=bd2/4 0.25 cm

3/cm

Design plastic moment, Mp

Mp= fds(S + Z)/2 = 7.56 kN/cm/cm2

Dynamic ultimate shear capacity, Vp

Vp= fdvAw 19.97 kN/cm

Dynamic load factor, DLF = Xm /Xs

Xs-static deflection

Xm-maximum dynamic deflection

DLF= 1.36

DLF = r/p

r = maximum dynamic resistance

p = peak load used in specifying the load-time variation

Support shear

V=DLF*P*L/2 10.00 kN/cm

Plate capacity

V/Vp= 0.50 < 0.67

No reduction in equivalent plastic moment is necessary.

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Ultimate Unit Resistances for One-Way Elements Tab. 5-1

ru=8*Mp/L2

0.034 kN/cm2

Moment of inertia, I, for a 1cm width

I=bd3/12 0.083 cm

4/cm

Equivalent elastic stiffness, KE Tab. 3-8

KE=384EI/5bL4

0.043 kN/cm2/cm

Equivalent elastic deflection, XE

XE= ru/KE 0.794 cm

Unit mass of element, m

m=w/g 0.08002 kN/cm2 ms2/cm

Load-mass factor, KLM(average elastic and plastic) Tab. 3-12

KLM= 0.72

Effective unit of mass of element, me

me= KLMm 0.058 kN ms2/cm

Natural period of vibration, TN

TN= 2 (me/KE)1/2

7.26 ms

Determine the door response

P/ru = 10.20

T/TN= 1.09

Figure 3-64a of Chapter 3

Xm/XE>1 2.25

the response is elastic

determine the DLF,

Figure 3-49 of Chapter 3.

Support rotation

Xm=

tan= Xm/(L/2)

deflection magnitude

=

Figure 3-49 (b) of Chapter 3

tm=

Strain rate

=fds/ EstE

Figure 5-2

DIF=

Supporting flexural element

ductility ratio

Transformation Factors for One-Way Elements

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KL KM

Elastic 0.64 0.50

Plastic 0.50 0.33

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Horizontal Sliding Blast Door Horizontal Sliding Bla

prosta greda, vertikalni polozaj prosta greda, vertikal

305 cm 305

350 cm 350

330 cm 330

360 cm 360

0.625 mm 1

6 mm 6

UPN 160 UPN 160

HE 160 A HE 160 A

Axis z

Iz= 615.6 cm4

Wz1= 76.95 cm3

Wz,pl= 117.6 cm3

iz= 3.98 cm

Sz= 58.80 cm3

It= 12.19 cm4

ipc= 7.683 cm

sl-1 sl-1

HD1.1 226795 lb HD1.1 226795

101.5 psi 101.5

7.5 Mpa-ms 7.5

21.4 ms 21.4

0 0

5 5

14.8 psi 3.499090237

0.00 Mpa-ms/kg1/3

0.00

0.00 Mpa-ms 0.00

13.00 ms 7.89

12 12

roperties

nd buckling

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10 10

bes).

US EN 10025-2 US

A529 Gr42 Grades S275 JR A529 Gr42 Grades

36.00 ksi 248.21

29,000,000.00 kN/cm2

20,000.00

Tab.ou Fig. 5-2 Tab.ou Fig. 5-2

1.29 1.29

1.1 1.1Eq. 5-2 Eq. 5-2

51.08 ksi 352.21

28.10 ksi 193.72

36 in 32

0.07 in3/in 0.17

0.10 in3/in 0.25

4.16 in -ksi/in 73.38

17.56 kips/in 19.37

1.25 1.25

0.33 kip/in 7.00

0.02 < 0.67 0.361

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Tab. 5-1 Tab. 5-1

25.662 psi 0.573

0.020 in4/in 0.083

Tab. 3-8 Tab. 3-8

26.978 psi/in 1.221

0.951 in 0.470

458.6646202 psi- ms2/in 0.800203874

Tab. 3-12 Tab. 3-12

0.72 0.72

330.239 psi- ms2/in 0.576

21.98 ms 4.32

0.58 6.10

0.59 1.83

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KLM

0.78

0.66

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st Door

lni polozaj

cm

cm

cm 0-Jan

cm

0.625

cm 2.54

mm 1.5875 steel 490 lb/ft3

ft3 1728 in3

g 32.2 ft/s2

ft 12 in

lb HD1.1

psi

Mpa-ms 1ksi 6.894759087 Mpa

ms 1 psi= 0.006894759 Mpa

1 lb= 4.4482 N

psi/lb1/3= 0.004192351

kips 4.4482 kN

1kip 1000 lb

MPa

Mpa-ms/kg1/3

Mpa-ms

ms

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EN 10025-2 US France

S275 JR A529 Gr42 E 28-2

Mpa

kN/cm2

E=

Mpa

Mpa

cm

cm3/cm

cm3/cm

MPacm /cm 28.66307562 Mpa

kN/cm 30.75249107 kN

0.024467

KN/cm 0.583172359

< 0.67

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MPa 0.176932566 Mpa

cm4/cm 0.333395671

KN/cm2/cm 0.073230736 Mpa/cm

cm 2.416097048

Mpa- ms2/cm 1.245032306

MPa- ms2/cm 0.896423261

ms

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210000 N/mm2

21000 kN/cm2

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Strain rate design pressure range

bending 0.1 in/in/sec low0.3 high

0.02 low

0.05 hightension and

compression

members

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Element objekta

za koji se radi

proraunQ

1/3i ra/Q

1/3

Impuls reflektovanog

udarnog talasa

(i ra)

Fiktivno vreme

trajanja

pozitivnog dela

poremeaja (Trf)

eoni zid i vrata

objekta 226,795 kg 61 123 7.0bar 700.0kPa 7,501kPa ms 21.4 ms

SL-1

Te ina

eksploziva koji

je izazvao

eksploziju

Q

Pik reflektujueg udarnog talasa

na eoni zid

(Pr)

0.0 ms, 700.0kPa

21.4 ms, 0.0kPa0.0 ms, 0.0kPa

0.0 ms, 0.0kPa

0.0kPa

100.0kPa

200.0kPa

300.0kPa

400.0kPa

500.0kPa

600.0kPa

700.0kPa

800.0kPa

0.0 ms 5.0 ms 10.0 ms 15.0 ms 20.0 ms 25.0 ms

eoni zid

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HE 160 A Standards: Euronorm 53-62, DIN 1025-3, ASTM A6/A6M; AM, S

h = 152 mm

b = 160 mm Axis y Axis z

tf= 9 mm Iy= 1673 cm4

Iz= 615.6 cm4

tw=6 mm Wy1= 220.1 cm3

Wz1= 76.95 cm3

r1= 15 mm Wy,pl= 245.1 cm3

Wz,pl= 117.6 cm3

ys= 80 mm iy= 6.57 cm iz= 3.98 cm

d = 104 mm Sy= 123.0 cm3

Sz= 58.80 cm3

A = 38.77 cm2

AL= 0.91 m2.m

-1Iw= 3.14E+4 cm

6It= 12.19 cm

4

G = 30.4 kg.m-1 iw= 3.705 cm ipc= 7.683 cm

UPN 160 Standards: DIN 1026-1; NFA 45-202;

h = 160 mm

b = 65 mm Axis y Axis z

tf= 10.5 mm Iy= 925.0 cm4

Iz= 85.00 cm4

tw= 7.5 mm Wz1= 18.20 cm3

r1= 10.5 mm Wz2= 46.20 cm3

r2= 5.5 mm Wy,pl= 138.0 cm3

Wz,pl= 34.90 cm3

ys= 18.4 mm iy= 6.21 cm iz= 1.88 cm

ym= 36 mm Sy= 68.80 cm3

d = 115.6 mm

A = 24 cm2 Iw= 3210 cm

6It= 7.750 cm

4

AL= 0.54 m2.m

-1G = 18.9 kg.m

-1 iw= 1.56 cm ipc= 6.48 cm

IPN 180 Standards: DIN 1025-1: 1995, NF A 45-209: 1983, IPN 600 DIN

h = 18 cm

b = 8.2 cm Axis y Axis z

tf= 1.04 cm Iy= 1440 cm4

Iz= 81.20 cm4

tw= 0.69 cm Wy1= 160.0 cm3

Wz1= 19.80 cm3

r1= 0.69 cm Wy,pl= 187.0 cm3

Wz,pl= 32.70 cm3

r2= 0.41 cm iy= 7.2 cm iz= 1.71 cm

ys= 4.1 cm Sy= 93.30 cm3

Sz= 16.40 cm3

Section properties

Section properties

Warping and buckling

Section properties

Wy= 116.0 cm3

Warping and buckling

http://www.staticstools.eu/pic/i.pnhttp://www.staticstools.eu/pic/u.pn

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d = 14.24 cm

A = 27.9 cm2 Iw= 5620 cm

6It= 9.620 cm

4

AL= 0.64 m2.m

-1G = 21.9 kg.m

-1 iw= 1.92 cm ipc= 7.4 cm

Warping and buckling

http://www.staticstools.eu/pic/i.pn

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WT,

1025-1: 1963;