Challenge

Project 2

SSomasundaram D8 Nov 2022

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Step 1: Model is prepared in STAAD Pro.

Step 2: Section properties and Materials are applied to all the members.

Step 3: Releases and specifications are applied.

Step 4: Support conditions are applied.

3D Rendering is as follows

Step 5: Loading are calculated and Design Parameters are applied.

Calculation of Design Loads on PEB Structure – Project 2

Dead Load

Dead Load on Rafter

Weight of Roof Sheet = 5 Kg/m2
Weight of Purlin and sag rods = 5 Kg/m2
Additional weight = 5 Kg/m2

Total weight of rafter = 15 Kg/m2

Dead load on rafter = 15 x 10 x 8 = 1200 N/m = 1.2 kN/m

Dead Load on Purlin = 10 x 10 x 8 = 800 N/m = 0.8 kN/m
Mezz Slab self-weight (150 mm thk slab) = 0.15 x 25 kN/m3 = 3.75 kN/m2
Floor Finishes and additional load on Mezz Floor = (150 + 500) kg/m2 = 0.65 kN/m2
Weight of 230mm thick brick wall (4-meter height) on Mezz floor = 20 kN/m3 x 0.23 x 4 = 18.4 kN/m

Live Load

Live Load on Roof and canopy = 57 kg/m2 x 10 x 8 = 4.56 kN/m
Live Load on Mezz Floor = 400 kg/m2 = 4 kN/m2

Collateral Load

Collateral Load on Roof

Load of Electrical fittings = 0.1 kN/m2
Load of Sprinklers = 0.03 kN/m2
Load of rockwool Insulation and bubble wrap insulation = 0.15 kN/m2
Load of Solar Panels = 0.15 kN/m2
Load of Ceiling = 0.1 kN/m2

Total Collateral load on Roof = 0.53 x 8 = 4.24 kN/m

Collateral Load on Mezz Floor (due to false ceiling & electrical fittings)

= 0.2 x 8 = 1.6 kN/m

Collateral Load on column due to Bracket Beam

Load due to service line supported on the beam spanning 8 m width= 150 kg/m x 8 x 10 = 12 kN

Moment acting on column due to service line = 12 x 0.75 = 9 kNm

Collateral Load on Jack Beam due to service line= 2.5 kN/m
Collateral Load on Mezz False Ceiling = 3.2 kN/m

Wind Load

Basic wind speed = 50 m/s for chennai

K1 - 1.00

K2 - 1.05 (Terrain Catogory-1. Building height at eaves = 10.50 m)

K3 - 1.00

K4 - 1.00 (For other structures)

Coefficient of cyclonic wind may be taken as 1,

Kd -0.9

Ka (Rafter) - 0.8 or as per tributary area.

Ka (Column) - 0.8245 or as per tributary area.

Ka (Purlin) - 0.9721 or as per tributary area.

Ka (Side Runner) - 0.978 or as per tributary area

Kc -0.9

Design wind pressure = pd = kd x ka x kc x 0.6 x (Vb x k1 x k2 x k3 x k4)²= 0.652 kN/m2

But should not be less than 0.7 Pz = 0.7 x 1.006 = 0.704 kN/m2

Cpe - As per table 5 & 6 of IS: 875 (Part 3) – 2015

h/w = 10/60 = 0.6

L/w = 170/60 = 2.83

Cpe On wall:

Direction	A	B	C	D
0 deg.	0.7	-0.25	-0.6	-0.6
90 deg.	-0.5	-0.5	0.7	-0.1

Cpe On Roof:

Roof angle = 2.86

Direction	EF	GH	EG	FH
0 deg.	-0.86	-0.4
90 deg.			-0.8	-0.4

Cpi = 0.2

Wind Load on Columns = (Cpe – Cpi) x A x Pd

Wind about X Direction + Cpi = (0.7 – 0.2) x 8 x 0.704 = 2.816 kN/m on Wall A

Wind about X Direction + Cpi = (-0.25 – 0.2) x 8 x 0.704 = -2.534 kN/m on Wall B

Wind about X Direction + Cpi = (-0.6 – 0.2) x 6.75 x 0.704 = -3.802 kN/m on Wall C & D

Wind about X Direction - Cpi = (0.7 + 0.2) x 8 x 0.704 = 5.069 kN/m on Wall A

Wind about X Direction - Cpi = (-0.25 + 0.2) x 8 x 0.704 = -0.282 kN/m on Wall B

Wind about X Direction - Cpi = (-0.6 + 0.2) x 6.75 x 0.704 = -1.9 kN/m on Wall C & D

Wind about Z Direction + Cpi = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m on Wall A

Wind about Z Direction + Cpi = (-0.5 – 0.2) x 8 x 0.704 = -3.942 kN/m on Wall B

Wind about Z Direction + Cpi = (0.7 – 0.2) x 6.75 x 0.704 = 2.376 kN/m on Wall C

Wind about Z Direction + Cpi = (-0.1 – 0.2) x 6.75 x 0.704 = -1.425 kN/m on Wall D

Wind about Z Direction - Cpi = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m on Wall A

Wind about Z Direction - Cpi = (-0.5 + 0.2) x 8 x 0.704 = -1.689 kN/m on Wall B

Wind about Z Direction - Cpi = (0.7 + 0.2) x 6.75 x 0.704 = 4.276 kN/m on Wall C

Wind about Z Direction - Cpi = (-0.1 + 0.2) x 6.75 x 0.704 = 0.475 kN/m on Wall D

Wind Load on Rafters = (Cpe – Cpi) x A x Pd

Wind about X Direction + Cpi = (-0.86 – 0.2) x 8 x 0.704 = -5.970 kN/m on Side A Rafter

Wind about X Direction + Cpi = (-0.4 – 0.2) x 8 x 0.704 = -3.378 kN/m on Side B Rafter

Wind about X Direction - Cpi = (-0.86 + 0.2) x 8 x 0.704 = -3.716 kN/m on Side A Rafter

Wind about X Direction - Cpi = (-0.4 + 0.2) x 8 x 0.704 = -1.125 kN/m on Side B Rafter

Wind about Z Direction + Cpi = (-0.8 - 0.2) x 6.75 x 0.704 = -4.752 kN/m Side C Rafter

Wind about Z Direction + Cpi = (-0.4 - 0.2) x 6.75 x 0.704 = -2.851 kN/m Side D Rafter

Wind about Z Direction - Cpi = (-0.8 + 0.2) x 6.75 x 0.704 = - 2.851kN/m Side C Rafter

Wind about Z Direction - Cpi = (-0.4 + 0.2) x 6.75 x 0.704 = -0.950 kN/m Side D Rafter

Wind Load on Canopy

Cp - As per table 8 of IS: 875 (Part 3) – 2015

Roof Angle 2.86 deg.

Cp -ve = 1.08

Cp +ve = 0.35

Wind Load on Canopy (Upward) = 1.08 x 8 x 0.704 = 6.082 kN/m

Wind Load on Canopy (Downward) = 0.35 x 8 x 0.704 = 1.971 kN/m

Seismic Load

As per IS: 1893 - 2016

Seismic zone - III - Z = 0.16

Rf - 4.0

I - 1.0

SS - 3.0

25% of Live Load on roof considered for calculation of seismic forces.

100% of collateral load on roof considered for calculation of seismic forces.

50% of (Live load + Collateral load) on mezzanine floor considered for calculation of seismic forces.

100% of Dead load considered for calculation of seismic forces.

Design Parameters:

IS 800 LSD
FYLD = 345000 for Portal frame and Mezz Beams
FYLD = 250000 for Bracings
BEAM = -1
STP = 2 for welded sections
MAIN = 250 for tie beam
Ly = Lx = 1.5m for Rafter
Ly = Lx = 3.25m for Columns
Ly = Lx = 4.4m for columns supporting canopy
Lz = 11m for Internal columns
Ly = Lx = 0.5m for Mezz floor beams
Lz = 6.75m for Mezz Floor beams
Ly = 1.7m for Canopy Beam
RATIO = 1
STEEL TAKE OFF

Results of the analysis is as follows which shows are members are passing and no member property has failed.

Foundation Design:

Check for Max/min Bearing Pressure

a) wt of soil above the footing

= (area of footing-Area of pedestel)xdepth of soil x unit weight of soil

= ((13.35x3.35) - (0·3×0.45)) x 1.2 × 18 =239.45 KN

b) self wt of footing.

= (vol of footing + vol of pedestall)x unit wt of concrete. =

((3.35×3·35x0·7)+(0.3×0.4x1))× 25

199.77 KN

Total load on footing

= a+b+ Imposed load

=239.45+ 199.47 + 1500

1939.26 kN

Section modulus of footing

Z=bd^2/6

3.35×(3.35)^2/6

Maximam bearing pressure

P/A+M/Z

1939.26/(3.35+3.35)+150/6.26

= 196.7 kN/m^2

Min bearing Pressure

P/A+M/Z

M=148.8 kN/m^2

which is less than safe bearing capacity ie 200kN/m^2

As per Staad pro calculation.

Check for ultimate Bearing pressure

Max ultimate bearing pressure

P/A+M/Z

= (239.45 +199.77 +1.5x1500)/ 3.35×.35 +(1.5×50/6.26)

=275.5 kN/m2

Min ultimate Bearing Pressure

P/A+M/Z

=239.6-35.9=203.7kN/m^2

which is less than safe bearing capacity for ultimate Loads - 400 KN/m2

As per Staad pro calculations

2. Design a simply supported gantry girder to carry electric overhead travelling crane

Given:

Span of gantry girder = 7 m

Span of crane girder = 9 m

Crane capacity = 250 kN

Self-weight of trolley, hook, electric motor etc. = 40 kN

Self-weight of crane girder excluding trolley = 100 kN

Minimum hook approach = 1.0 m

Distance between wheels = 3 m

Self-weight of rails = 0.2 kN/m

W= 250 +40= 290 KN

Self-Weight=100 KN

w= 100/9=11.11 kN/m

(∑">∑∑Fy">FyFy=0). RA+ RB = 3900 KN

(∑Ma=0">∑Ma=0∑Ma=0) 290x1 + 100x 9/2 =Rb∗9">Rb∗9Rb∗9

Rb =(290+450)/9=82.2kN

Ra: 390-82.2=308kN

Load on gantry girder from each wheel = 308/2=154kN

(Σ⋅Fy=0)Rc+Rd">(Σ⋅Fy=0)Rc+Rd(Σ⋅Fy=0)Rc+Rd = 293.5 + 293.5

= 587 kN

∑Mc=0">∑Mc=0∑Mc=0 293.5(3.5 - 1.75 - 0.875) + 293.5(3.5 + 0.875) =7Rd">RdRd

Rd">RdRd=220.12 kN

Rc">RcRc = 587 - 220.12= 366.8kN

M = 366.8x (0<=x<=0.875)

M= 366.8x - 293.5(x - 0.875)

73.3x-256.8 (0.875 <= x <= 4.375)

M = 366.8x - 293.5(x - 0.875)- 293.5(x - 4.375)

= 220.2x+1540.86 (4.375 <= x <= 7)

M(at x=0)=366.8x0=0

M(at x = 0.875) = 366.8x 0.875 = 320.425KNm

M (at x = 4.375)=-220.12x4.375 + 1540.86=577.8 KN

M (at x = 7) = -220.12X7 +1540.86 = 0

Mmax = 577.8kNm

appx equal to 578kNm

Moment due to additional impact load. of electric overhead travelling.

= 25% in case of electric overhead travelling

= 25% of 578 = 144.5kNm

Assume self weight of girder=2kN/m

Total weight of girder + rails= (2+0.2) KN/m = 2.2 KN/m.

Factored dead load =2.2x 1.5=3.3 KN/m

Maximum moment = WL^2/8

=3.3x7^2/8

=20.21KN

M = (wLx)/2 - (wx^ 2)/2

For Mmax (dM)/(dx) = 0

Wl/2 - wx = 0

x = L/2

Mmax (at x=L/2)= wL/2 * L/2 - w/2 ( L/ 2 )^2

= (wL^ 2)/8

Total moment = 578+144.5+20.21

=742.71kNm-Mz

Lateral forces: [Horizontal forces transverse to rails ]

10% of weight of (crab+ lifted weight) for EOT Cranes = 10% of (40+250)

=29kN

This is transferred to all 4 wheels:

Load on each wheel =29/4 = 7.25kN

Factored 1oad = 7.25 * 1.5 = 10.875kN

My =(10.875/293.5)X578=21.4kNm

= Rc+Rd">Rc+RdRc+Rd = 21.75

Rd">RdRd =(10.875 x 0.875)+(10.875x4.375)/7

8.16KN

Rd">RdRd=21.4-8.15

=13.59kN

Me=Rc">Me=RcMe=Rcx4.375-10.875x3.5

=21.39kNm

Shear forces: -

∑Fy">∑Fy∑Fy=0

Rc+Rd">Rc+RdRc+Rd=587 kN

∑Mc">∑Mc∑Mc=0

293.5x3.5=7Rd">RdRd

Rd">RdRd=146.75kN

Rc">RcRc=440.25kN

Vc=Rc">Vc=RcVc=Rc=440.25kN

Impact load 25 % extra

25% of 440.25=110kN

Shear force due to self weight = WL/2

= 4.375X7/ 2 = 15.31 KN

:: Total shear force = 440.25+110.06+15.31= 565.62kN

Lateral forces:

Lateral shear = (10.875/293.5)x440.25

=16.31kN

Longitudinal force :

5% of Static wheel load

5% of 293.5

14.67 kN

Preliminary section

D=L/12=7000/12=583.33

b=L/40 - L/30

=7000/40 - 7000/30

=175 to 233.33mm

Zpreqd=Mfy">Zpreqd=MfyZpreqd=Mfyx1.4 (k=1.3-1.6)

(740.21 x 10^6/250) x1.4

=4145.176x10^3mm^3

We will try ISMB 550 with ISMC 250

btf">btfbtf = (250/2 - 14.1)/(7.1 + 19.3) = 4.2 [< 9.4 ε">εε = 9.4 ]

dtw">dtwdtw = (550 - 2 x19.3)/(11.2) =45.7[<84 ε">εε =84]

therefore, Plastic section [βb">βbβb = 1]

yy - axis remains the same

zz-axis (NA):

Z=Σ(Az)ZA">Z=Σ(Az)ZAZ=Σ(Az)ZA

(190 * 19.3 * 193/2) + [(550 - 2 * 19.3) * 19.2(193 + (59.2 * 93)/2)]+[190 * 193(55 - 193 + 193/2)]+[250*7*1*(550 + 7.4/2 )]+2x[(80-7.1)* 14.1x(550+7.1-(80-7.1)/2)/

2(190 * 19.3) + [555 - 2 * 19.3)x11.2]+(250*7.1)+ 2[14.1(80 - 7.1)]

= 333.33

Iyy">IyyIyytotal=1833.8x10^ 4 +219.1x10^ 4

= 2052.9 x10 ^ 4 mm^4

Izz">IzzIzztotal=∑[A⋅(d)2]">∑[A⋅(d)2]∑[A⋅(d)2]

= [190x19.3x(333.33 - (19.3)/2) ^ 2]+[ 112(333.33 - 19.1(333.3 - 19.3) ^ 2)/2]+[11.2 x 197.37 x(193.34/2) ^ 2 ]+[190 x19.3 x(197.37 + 19.3/2) ^ 2+[250x 7.1 x (197.84 + 19.3 + 7.1/2) ^ 2]+2x[14.1 x(80 - 7.1) x(143.74 + (80 - 7.1)/2) ^ 2]

= 80243.5 x10 ^ 4mm^4

therefore,

Zpz">ZpzZpztotal=Z(A.D)=[190x19.3x(333.3*3-19.3/2 )]+[11.2x(333.3 -19.3)x(333 .33- 19.3)/2)] + [ll.2 x193.37 x 193.37/2] + [190x19.3x(197.37x193/2)] +[250 x7.1(197.37 +19.3+ 7.1/ 2 )]+[2x14.1(89 - 7.5)x(143.73+( 80-7.1/ 2)

=3477.55 x10^ 3 mm^3

Zpy">ZpyZpy total= Σ(Ay¯)">Σ(A¯y)Σ(Ay¯)

= [550 - 2x19.3) * 11.2/2 * (11.2)/4 ]*2+[190/2 x19.3x 190/4 ]*4+[ (250/2 - 14.1) * 7.1*( 250/2 -14.1)/ 2+[14.1 x 80(125 - (14 .1)/2)] * 2

=717.819x 10^3 mm^3

Mdz">MdzMdz- eq given in annexure E of IS 800 2007

Mdy=βb⋅Zpy⋅fyYmo">Mdy=βb⋅Zpy⋅fyYmoMdy=βb⋅Zpy⋅fyYmo

= 1(717.819 * 10 ^ 3) * 250)/(1.11)

= 163.14KNm [>My">MyMy = 15.18KNm]

MyMdy+MzMdz≤1">MyMdy+MzMdz≤1MyMdy+MzMdz≤1

My">MyMy = 15.18

Mdy">MdyMdy=163.14

Mdz">MdzMdz = 527.35

Vd=Avfyw3⋅Ym0">Vd=Avfyw√3⋅Ym0Vd=Avfyw3⋅Ym0

= 818.7KN

Web-buckling and web crippling at support and at wheel load

Assume b = 150mm

n1">n1n1 = D/2 = (550 + 7.1)/2

278.55mm

n2=2.5(tf+R1)">n2=2.5(tf+R1)n2=2.5(tf+R1)

=2.5x (19.3+R_(1)=93.25

λ=2.5dtw">λ=2.5dtwλ=2.5dtw

(2.5 * 475.4)/11.2

Table 9(C)

[fy =250 MPa]

fcd">fcdfcd =107- (107-94.6)/10 x6.11 =99.4 MPa

fwb">fwbfwb (at support)=b+n1tw⋅fcd">b+n1tw⋅fcdb+n1tw⋅fcd

=(150 + 278.55)× 11.2 × 99.4=477 kN

fwb">fwbfwb(at load)= b+n1tw⋅fcd">b+n1tw⋅fcdb+n1tw⋅fcd

=787.2kN

fwc">fwcfwc(at supports)=b+n2tw⋅fywYmo">b+n2tw⋅fywYmob+n2tw⋅fywYmo

=619.1kN

fwc">fwcfwc(at load)= b+n2tw⋅fywYmo">b+n2tw⋅fywYmob+n2tw⋅fywYmo

=856 kN

Deflection check

δc=WL36EI⋅[3a4L-a3L3]">δc=WL36EI⋅[3a4L−a3L3]δc=WL36EI⋅[3a4L-a3L3]

Fatigue check

Project 2

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Ship work like thisin your own course.

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Ship work like this
in your own course.