14668 601 2 girder calculation

of 10

SALEORDER : 14668 DOC. NO. - 14688 601/2

CLIENT : M/s IGCAR CHECKED BY - MKY

DATE : 4-Jan-16 APPROVED BY - AMD/PMD

1 S/O -

2 CLIENT -

3 W1 T

4 SPAN M

5 -SELECT

6 - SELECT

7 - SELECT

8 C NOS

9 C1 NOS

10 N NOS

11 N1 NOS

12 W2 T

13 W4 T

14 W5 T

15 W6 T

16 W7 T

17 W8 T

18 W9 T

19 WC T

20 - SELECT

21 a M

22 p M

23 p1 M

24 b M

25 x M

26 V M/MIN

27 - SELECT

28 h M

29 L1 M

30 L11 M

31 L2 M

32 L22 M

33 L3 M

34 L33 M

35 L4 M

36 K M

37 GBR RATIO

38 KW KW

39 N RPM

40 - SELECT

41 HKAP MM

42 BBWTF FACTOR

43 - SELECT

GIRDER DESIGN CALCULATIONS

GIRDER MATERIAL & PROPERTIES IS 2062 B (FE 410W)

C.T. RAIL SIZE 105 LBS/YD

MIN. HOOK APPROCH 1600

BOTTOM BLOCK WT. FACTOR 0.07

L.T. GEARBOX RATIO 367.4

L.T. MOTOR KW / PER MOTOR 2.1

L.T. MOTOR RPM 928

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF L.T. MACHINERY ON TR. SIDE 0

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF CABIN ON DRIVE SIDE 0

DISTANCE OF L.T. MACHINERY CENTRE FROM L.T. RAIL 1.6

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF PLATFORM ON DR. SIDE 0.9

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF PLATFORM ON TR. SIDE 0.8

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF L.T. MACHINERY ON DR. SIDE 0.9

EFFECTIVE LOAD HT. ABOVE C.T. RAIL 1.5

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF ELETRICAL EQPTS. ON DR. SIDE 1.5

DISTANCE BETWEEN CL. OF GIRDER TO C.G. OF ELECTRICAL EQPTS. ON TR. SIDE 0.5

LOAD CENTER TO CT WHEEL DISTANCE ON TROLLEY 1.2

L.T. SPEED 5

LT BUFFER ITC 1204A

TROLLEY SPAN 3.6

Y1 ON TROLLEY SPAN 1.8

TROLLEY BASE 2.9

CABIN WT. 0

CABIN LOCATION PENDANT / RRC

CABIN LOCATION - DISTANCE FROM L.T. WHEEL CENTRE 0

WT. OF EACH L.T. DRIVE WITHOUT WHEELS (TRAILING SIDE) 0

WT. OF ELECTRICALS ON DRIVE SIDE 2.2

WT. OF ELECTRICALS ON TRAILING SIDE (INCLUDING TRAILING CABLE SUPPORT) 1

WT. OF DRIVE SIDE PLATFORM 2

WT. OF TRAILING SIDE PLATFORM 1

WT. OF EACH L.T. DRIVE WITHOUT WHEELS (DRIVE SIDE) 2

TOTAL NO. OF L.T. WHEELS 4

NO. OF L.T. DRIVING WHEELS 2

TROLLEY WT. 24

LOCATION INDOOR

TOTAL NO. OF C.T. WHEELS 4

NO. OF C.T. DRIVING WHEELS 2

CRANE SPAN 9.2

CRANE - DESIGN STANDARDSIS:3177(1999) &

IS:807(2006)

CLASS OF DUTY M5

INPUTS

MUKAND'S SALEORDER NO. 14668

CLIENT'S NAME M/s IGCAR

SAFE WORKING LOAD 46

of 10

1 --

2 W3 T

3 d CM

4 IF FACTOR

5 DF FACTOR

6 β FACTOR

7 HT MM

8 ZxxR CM³

9 BW MM

10 BBWT T

11 b1 M

1.0 CT WHEEL LOADS

1.1 CT WHEEL LOADS (WITH IMPACT)

T1 = [ (IF x W1 + BBWT) x {(b - b1)/b} x {(p - p1)/p }]+ {(W2 - BBWT)/4}

T1 = 23.94 T

T2 = [ (IF x W1 + BBWT) x {b1/b} x {(p - p1)/p }]+ {(W2 - BBWT)/4}

T2 = 18.42 T

T3 = [ (IF x W1 + BBWT) x {(b - b1)/b} x {p1/p }]+ {(W2 - BBWT)/4}

T3 = 23.94 T

T4 = [ (IF x W1 + BBWT) x {b1/b} x {p1/p}]+ {(W2 - BBWT)/4}

T4 = 18.42 T

1.2 CT WHEEL LOADS (WITHOUT IMPACT)

T11 = [(W1 + BBWT) x {(b - b1)/b} x {(p - p1)/p }]+ {(W2 - BBWT)/4}

T11 = 19.62 T

T22 = [(W1 + BBWT) x {b1/b} x {(p - p1)/p }]+ {(W2 - BBWT)/4}

T22 = 15.38 T

T33 = [(W1 + BBWT) x {(b - b1)/b} x {p1/p }]+ {(W2 - BBWT)/4}

T33 = 19.62 T

T44 = [(W1 + BBWT) x {b1/b} x {p1/p}]+ {(W2 - BBWT)/4}

T44 = 15.38 T

1.3 CT WHEEL LOADS (DUE TO ACCELARATION / DEACCELARATION)

HORIZONTAL FORCE FACTOR (β) ...(AS PER IS:807:2006, CL. NO. 6.1.3.1)

β = 0.01 x ( V )0.5

β = 0.022

T1ACC = [(β x h)/p] x [{(W1 + BBWT) x (b - b1)/b} + (W2 - BBWT)/2]

T1ACC = 0.37 T

RAIL BOTTOM WIDTH 136.00

BOTTOM BLOCK WT. 3.22

X1 ON TROLLEY BASE 1.20

HORIZONTAL FORCE FACTOR AS PER IS 807-2006 (β = 0.01√V) 0.02

C.T. RAIL HEIGHT 156.00

C.T. RAIL Zxx 265.47

MAXIMUM LT BUFFER COMPRESSION 5.50

IMPACT FACTOR FOR DUTY CLASS M6 1.32

DUTY FACTOR 1.06

DEFAULT INPUTS

CASE OF LOADINGWORKING WITH LIMITING

WIND

WT. OF EACH GIRDER WITH RAIL 3.28

of 10

T2ACC = [(β x h)/p] x [{(W1 + BBWT) x b1/b} + (W2 - BBWT)/2]

T2ACC = 0.29 T

2.0 UNIFORMLY DISTRIBUTED LOAD (UDL)

2.1 DRIVE SIDE GIRDER

WDD = W3 + W4 + W8 ...(GIRDER WT. + DR SIDE PLATFORM & ELECTRICALS WT)

WDD = 7.48 T

2.2 TRAILING SIDE GIRDER

WDT = W3 + W5 + W9 ...(GIRDER WT. + TR SIDE PLATFORM & ELECTRICALS WT)

WDT = 5.28 T

3.0 BENDING MOMENTS

3.1 BENDING MOMENT DUE TO LIVE LOAD (WITH IMPACT)

L1D = (SPAN/2) - [{T2/(T1 + T2)} x b/2 ]

L1D = 3.97 M

L2D = SPAN - b - L1D

L2D = 2.33 M

3.1.1 DRIVE SIDE GIRDER

R1 = {(T2 x L2D) + [T1 x (L2D + b)]} / SPAN

R1 = 18.28 T

R2 = (T1 + T2) - R1

R2 = 24.08 T

MAX BENDING MOMENT,

BMVD = R1 x L1D

BMVD = 72.54 T-M

3.1.2 TRAILING SIDE GIRDER

R1 = {(T4 x L2D) + [T3 x (L2D + b)]} / SPAN

R1 = 18.28 T

R2 = (T3 + T4) - R1

R2 = 24.08 T

MAX BENDING MOMENT,

BMVT = R1 x L1D

BMVT = 72.54 T-M

3.2 BENDING MOMENT DUE TO LIVE LOAD (WITHOUT IMPACT)


R1 = {(T22 x L2D) + [T11 x (L2D + b)]} / SPAN

R1 = 15.05 T

R2 = (T11 + T22) - R1

R2 = 19.95 T

MAX BENDING MOMENT,

BMVDD = R1 x L1D

BMVDD = 59.75 T-M

of 10


R1 = {(T44 x L2D) + [T33 x (L2D + b)]} / SPAN

R1 = 15.05 T

R2 = (T33 + T44) - R1

R2 = 19.95 T

MAX BENDING MOMENT,

BMVDT = R1 x L1D

BMVDT = 59.75 T-M

3.3 BENDING MOMENT DUE TO ACCELERATION LOAD (DRIVE & TRAILING SIDE)

R1 = {(T2Acc x L2D) + [T1Acc x (L2D + b)]} / SPAN

R1 = 0.28 T

R2 = (T1Acc + T2Acc) - R1

R2 = 0.37 T

MAX BENDING MOMENT,

BMACC = R1 x L1D

BMACC = 1.11 T-M

3.4 BENDING MOMENT DUE TO UDL


BMDD = (WDD x SPAN)/8

BMDD = 8.60 T-M


BMDT = (WDT x SPAN)/8

BMDT = 6.07 T-M

3.5 BENDING MOMENT DUE TO CONCENTRATED DEAD LOAD (CABIN, L.T. DRIVE ETC.)


BMDCD = {(WC x (SPAN-a/SPAN) x L1d) - (Wc x (L1d - a))} + (W6 x K)

BMDCD = 3.20 T-M


BMDCT = {(WC x (SPAN-a/SPAN) x L1d) - (Wc x (L1d - a))} + (W7 x K)

BMDCT = 0.00 T-M

3.6 TOTAL VERTICAL BENDING MOMENT (WITH IMPACT)


TBMD = BMVD + BMAcc + BMDD + BMDCD

TBMD = 85.46 T-M


TBMT = BMVT + BMAcc + BMDT + BMDCT

TBMT = 79.73 T-M

3.7 TOTAL VERTICAL BENDING MOMENT (WITHOUT IMPACT)


3.7.1.1 FOR UNIFORMLY DISTRIBUTED LOAD

TBMUDD = BMDD

TBMUDD = 8.60 T-M

of 10

3.7.1.2 FOR POINT LOAD

TBMPDD = BMVD + BMAcc + BMDCD

TBMPDD = 64.06 T-M

3.7.1.3 TOTAL BENDING MOMENT

TBMDD = TBMUDD + TBMPDD

TBMDD = 72.66 T-M



TBMUDT = BMDT

TBMUDT = 6.07 T-M


TBMPDT = BMVTT + BMAcc + BMDCT

TBMPDT = 60.86 T-M


TBMDT = TBMUDT + TBMPDT

TBMDT = 66.93 T-M

3.8 HORIZONTAL BENDING MOMENT



BMUHD = β x TBMUDD /3 ...[Since, it is fixed end connection in horizontal direction]

BMUHD = 0.06 T-M


BMPHD = β x TBMPDD /2 ...[Since, it is fixed end connection in horizontal direction]

BMPHD = 0.72 T-M


BMHD = BMUHD + BMPHD

BMHD = 0.78 T-M



BMUHT = β x TBMUDT /3 ...[Since, it is fixed end connection in horizontal direction]

BMUHT = 0.05 T-M


BMPHT = β x TBMPDT /2 ...[Since, it is fixed end connection in horizontal direction]

BMPHT = 0.68 T-M


BMHT = BMUHT + BMPHT

BMHT = 0.73 T-M

3.8.3 HORIZONTAL BENDING MOMENT DUE TO WIND LOAD ...(APPICABLE FOR OUTDOOR CRANES ONLY)

3.8.3.1 WIND LOAD DUE TO GIRDER

WWG = [Cf x (SPAN x GIR. HT) x 25] / 1000

WWG = 0.38 T

3.8.3.2 BENDING MOMENT

BMW = {(WWG x L1d )/2} x (1 - L1d/SPAN)

BMHT = 0.43 T-M

of 10

4.0 PROPERTIES OF GIRDER SECTION

4.1 DIMENSIONAL DETAILS

C = 1010 MM

St1 = 10 MM

St2 = 10 MM

B = 294 MM

A1 = 350 MM

A2 = 350 MM

t1 = 10 MM

t2 = 10 MM

4.2 SECTIONAL PROPERTIES

IXX = CM4

IYY = CM4

ZXXT = CM3

ZXXB = CM3

ZYY = CM3

AREA = CM2

WT/M = KG/M

CXX = CM

CYY = CM

4.3 CHECKING PROPORTIONS OF GIRDER SECTION

4.3.1 = 8.93 HENCE OK

4.3.2 = 30.26 HENCE OK

4.3.3 = 29.40 HENCE OK

5.0 ALLOWABLE STRESSES

5.1 SELECTED MATERIAL - IS 2062 B (FE 410W)

YIELD STRESS (YS) = 2550 KG/CM²

ULTIMATE TENSILE STRESS (UTS) = 4100 KG/CM²

5.2 ALLOWABLE STRESSES -

5.2.1 BENDING TENSILE STRESS ...[AS PER IS:807:2006, CL.NO.9.2 ]

бBT = Ys / ( D.F x S.F. )

бBT = 1603.77 KG/CM²

5.2.2 BENDING COMPRESSION STRESS

5.2.2.1 AS PER IS:807:2006

бBC = бBT

бBC = 1603.77 KG/CM²

5.2.3 SHEAR STRESS

τa = бBT / (3)0.5

...[AS PER IS:807:2006, CL.NO.9.2 ]

τa = 925.94 KG/CM²

WEB HEIGHT

WEB THICKNESS

BOX OPENING

TOP FLANGE WIDTH

BOTTOM FLANGE WIDTH

TOP FLANGE THICKNESS

272.00

213.52

51.50

17.50

BOTTOM FLANGE THICKNESS

353792.67

53832.75

6869.76

6869.76

3076.16

SPAN TO GIRDER DEPTH (LIMIT 25)

SPAN TO GIRDER WIDTH (LIMIT 60)

GIRDER BOX OPENING TO TOP FLANGE THICKNESS (LIMIT 60)

SPAN / D

SPAN / (B + St)

B / t1

of 10

5.2.4 BEARING STRESS

бbearing = (0.75 x Ys) / D.F. ...[AS PER IS:800:1984, CL.6.3]

бbearing = 1804.25 KG/CM²

6.0 BENDING STRESSES

6.1 VERTICAL BENDING STRESS (WITH IMPACT)

6.1.1 TOP FLANGE (COMPRESSION FLANGE)

бv1 = TBMD / ZXXT

бv1 = 1244.02 KG/CM²

6.1.2 BOTTOM FLANGE (TENSION FLANGE)

бv2 = TBMD / ZXXB

бv2 = 1244.02 KG/CM²

6.2 VERTICAL BENDING STRESS (WITHOUT IMPACT)

6.2.1 TOP FLANGE (COMPRESSION FLANGE)

бv11 = TBMDD / ZXXT

бv11 = 1057.71 KG/CM²

6.2.2 BOTTOM FLANGE (TENSION FLANGE)

бv22 = TBMDD / ZXXB

бv22 = 1057.71 KG/CM²

6.3 HORIZONTAL STRESS

6.3.1 BENDING STRESS WITH (LIVE LOAD + DEAD LOAD)

бH1 = BMHD / ZYY

бH1 = 25.37 KG/CM²

6.3.2 BENDING STRESS DUE TO WIND LOAD ...(APPICABLE FOR OUTDOOR CRANES ONLY)

бH2 = BMHD / ZYY

бH2 = 0.00 KG/CM²

6.3.3 TOTAL HORIZONTAL STRESS

бH = бH1 + бH2

бH = 25.37 KG/CM²

7.0 COMBINATION OF STRESSES

7.1 VERTICAL STRESS WITH IMPACT + HORIZONTAL STRESS ...CASE I - NORMAL LOADING

7.1.1 TOP FLANGE (WITH OR WITHOUT WIND)

бv1 + бH = 1269.39 KG/CM²

[бv1 + бh] < бBC HENCE OK

7.1.2 BOTTOM FLANGE

бv2 + бH = 1269.39 KG/CM²

[бv2 + бh] < бBT HENCE OK

HENCE, SECTION IS OK.

8.0 DEFLECTION

8.1 DEFLECTION DUE TO LIVE LOAD

8.1.1 DUE TO WHEEL LOAD (T11)

δL1 = {(T11 x SPAN3) / (48 E I)} x {(3A/SPAN) - 4(A/SPAN)

3}

δL1 = 0.41 CM

8.1.2 DUE TO WHEEL LOAD (T22)

δL2 = {(T22 x SPAN3) / (48 E I)} x {(3[A + b]/SPAN) - 4([A + b]/SPAN)

3}

δL1 = 0.27 CM

of 10

8.1.3 TOTAL DEFLECTION

δL = δL1 + δL2

δL = 6.76 MM

8.1.4 ALLOWABLE LIVE DEFLECTION

ΔALLOW_L = SPAN

1200

ΔALLOW_L = 7.67 MM

ΔALLOW_L > δL


9.0 SHEAR STRESSES

9.1 TORSIONAL MOMENTS

9.1.1 MOMENT DUE TO OVERHANGING LOADS

MTO = W8 x L1 + W4 x L2 + 2 x W6 x L3 + Wc x L4

MTO = 8.70 T - M

9.1.2 MOMENT DUE TO STARTING & STOPPING OF MOTORS

MTS = (2.5 x 716 x KW x 1.359 x GBR) / MOTOR RPM

MTS = 2.02 T - M

9.1.3 MOMENT DUE TO HORIZONTAL INERTIA OF LIVE LOAD WHEN TROLLEY IS AT ONE END

MTH = β x (T11 + T22 ) x D1

MTH = 0.53 T - M ...[D1 = RAIL HT + SOLE PL THK + (D - CXX)]

9.1.4 TOTAL TORSIONAL MOMENT

MT = MTO /2 + MTS /2 + MTH

MT = 5.89 T - M

9.5 SHEAR STRESS AT FULL DEPTH SECTION

τs = { Q / [2 x St x C ]} + { MT / [2 x St x (B + St) x (C + [(T1 + T2)/2])]}

τS = 266.47 KG/CM²

τa > τS


10.0 DIAPHRAGM DESIGN

10.1 FULL DEPTH DIAPHRAGMS

10.1.1 REQD DIAPHRAM SPACING …(AS PER IS:807:2006, CL.22)

LS = (800 x St) / (τs)0.5

Ls = 4900.79 MM

1250.00 MM

HENCE OK

10.1.2 MAXIMUM SPACING REQUIRED AS PER PANEL HEIGHT CRITERIA

LSMAX = (1.5 x St)

LsMAX = 1515.00 MM

1515.00 MM

HENCK OK

10.1.3 DIAPHRAMS THICKNESS

TREQD = (T11 OR T22) x 103/(бbearing x Lb ) MM

TREQD = 6.97 MM

Td = 6.00 MM

Tp = 6.00 MM ...(PATCH PLATE THK [for Diaphrams]; IF REQD)

HENCE OK

PROVIDED SPACINGS =

MINIMUM SPACING =

of 10

10.2 SHORT DEPTH DIAPHRAM

10.2.1 REQUIRED SHORT DIAPHRAM SPACING

…(AS PER IS:807:2006, CL.22.1)

LSD = (7600 x ZxxRAIL) / (T11 OR T22)LSD = 1028.24 MM

SHORT DIAPHRAM REQD

NO OF SHORT DIAPHRAM PROVIDED = 2 Nos.

PROVIDED SPACINGS = 420.00 MM

HENCE OK

10.2.2 REQUIRED SHORT DIAPHRAM HEIGHT

HMIN = ((T11 OR T22) x B) / (Td x бb )

HMIN = 262.57 MM

PROVIDED,

HSD = 380.00 MM

HENCE OK

11.0 BUCKLING STRESSES …(AS PER IS:807:2006, CL.16)

11.1 CHECKING LOCAL BUCKLING OF TOP FLANGE

11.1.1 CASE I : CHECKING TOP FLANGE WITHOUT STIFFENER

(CONSIDERING UNIFORMLY DISTRIBUTED COMPRESSIVE STRESS IN TOP FLANGE)

11.1.1.1 HENCE, RATIO OF MAXIMUM TO MINIMUM STRESS (φ)

φ = 1.00

11.1.1.2 RATIO OF LENGTH TO THE WIDTH OF THE PANEL

α = (ACTUAL DIAPHRAM SPACINGS) / GIR BOX OPENING

α = 2.13

11.1.1.3 LOCAL BUCKLING COEFFICIENT (K) ...(AS PER TABLE 23a)

(IF, α > 1); K = 4 …(BASED ON RANGE OF APPLICATION)

(IF, α < 1); K = (α + 1/α)2

K = 4.00

11.1.1.4 IDEAL LOCAL BUCKLING STRESS (бlki) …(AS PER IS:807:2006, CL.16.1.1)

бlki = (1378 x T1/B)2 x K

бlki = 8787.47 KG/CM²

11.1.1.5 SAFETY FACTOR BUCKLING OF WHOLE PLANE (LOADING CONDITION - I)

S = 1.71 + 0.180 (φ -1) …(AS PER IS:807:2006, TABLE 22, CL.16.1.1)

S = 1.71

11.1.1.6 ALLOWABLE BUCKLING STRESS

[бlki]ALLOW = (бlki x D.F.) / S

[бlki]ALLOW = 5447.20 KG/CM²

[бlki]ALLOW > [бv1 + бh] HENCE OK; TOP FLANGE STIFFENER NOT REQD.

12.0 SEISMIC CALCULATION

12.1 FROM ABOVE CALCULATIONS :-

VERTICAL BENDING STRESS (WITH IMPACT) бv1 = 1244.02 KG/CM²

HORIZONTAL STRESS бH = 25.37 KG/CM²

VERTICAL BENDING STRESS (WITHOUT IMPACT) бv11 = 1057.71 KG/CM²

SHEAR STRESS AT GIRDER FULL DEPTH SECTION τS = 266.47 KG/CM²

12.2 FROM IS: 1893-2002 (TABLE 2 PAGE - 16), FOR ZONE III

HORIZONTAL SEISMIC ZONE FACTOR,

Ah = ((Z x I X Sa )/(2 x R x g))

= 0.075

where, Z = 0.16,

I = 1.5 For power station

R = 4 For steel frame

Sa/g = 2.5

VERTICAL SEISMIC ZONE FACTOR, F0(v) = 0.05 (REFER CL. 6.4.5 PAGE - 16)

HENCE CONSIDERING SEISMIC FORCES, WE INCREASE THE INDUCED STRESSES IN GIRDER SECTION BY 7.5% &

5% IN HORIZONTAL & VERTICAL DIRECTION RESPECTIVELY.

of 10

12.3 INDUCED STRESSES DUE TO SEISMIC FORCES ARE :-

VERTICAL BENDING STRESS (WITH IMPACT) Sбv1 = 1.05 x 1244.02 = 1306.22 KG/CM²

HORIZONTAL STRESS SбH = 1.075 x 25.37 = 27.27 KG/CM²

VERTICAL BENDING STRESS (WITHOUT IMPACT) Sбv11 = 1.05 x 1057.71 = 1110.59 KG/CM²

SHEAR STRESS AT FULL DEPTH SECTION SτS = 1.05 x 266.47 = 279.79 KG/CM²

COMBINED VERTICAL & HORIZONTAL STRESS Sбv1 + SбH = 1306.22 + 27.27 = 1333.49 KG/CM²

12.4 ALLOWABLE STRESSES

AS PER IS:1893 CL. 6.3.5.1, WHILE CONSIDERING SEISMIC FORCES THE ALLOWABLE STRESSES ARE INCREASED BY 33%

ALLOWABLE BENDING STRESS = 1.33 X ALLOWABLE STRESS (WITHOUT CONSIDERING SEISMIC EFFECT)

= 1.33 x 1603.77

= 2133.02 KG/CM²

ALLOWABLE SHEAR STRESS = 1.33 X ALLOWABLE STRESS (WITHOUT CONSIDERING SEISMIC EFFECT)

= 1.33 x 925.94

= 1231.50 KG/CM²

13.0 SUMMARY OF RESULTS FOR SELECTED SECTION

1.0 FOR BENDING STRESSES (WITH IMPACT) = SECTION IS OK.

2.0 FOR BENDING STRESSES (WITHOUT IMPACT) = SECTION IS OK.

3.0 FOR SHEAR STRESSES = SECTION IS OK.

4.0 FOR DEFLECTION CRITERIA = SECTION IS OK.

5.0 FOR TOP FLANGE BUCKLING CRITERIA = SECTION IS OK.

6.0 FOR BENDING STRESSES DUE TO SIESMIC FORCES (WITH IMPACT) = SECTION IS OK.

7.0 FOR BENDING STRESSES DUE TO SIESMIC FORCES (WITHOUT IMPACT) = SECTION IS OK.

8.0 FOR SHEAR STRESS DUE TO SIESMIC FORCES = SECTION IS OK.

14668 601 2 girder calculation

Engineering

Transcript of 14668 601 2 girder calculation