Potable water tank calculation

8/12/2019 Potable water tank calculation

1/37

Ivar Aasen Field Development Project pdQ

01 21/05/2014 Issued for Review YEL RAJ LUM

Rev. Date Reason for IssuePrepared

byReviewed

byApproved

by

PORTABLE WATER TANK CALUCLATION(53TB001 A/B/C)

Package Title:

Area

Code:

M320

System

Code:

42

Project Tag Numbers:

53TB001A/B/C

No. of

Pages:

37

Project No.:

xxxxxxx

Supplier Document Number:

XXXXXXXXXXX

Rev.

01

Purchase Order No:

C-00011

Project Document Number: Proj Rev.

XXXXXXXXXXXXXXXXXXX XX


2/37

CONTENT PAGE

1 DESIGN DATA 1

3 WALL DESIGN 2

5 STIFFENER PROPERTIES 7

7 NOZZLES & OPENING 12

9 WIND LOADING 14

11 WEIGHT SUMMARY 15

13 TRANSPORTATION LOAD 16

15 SESMIC LOAD 17

17 BLAST LOAD 18

19 LOAD AT BASE 19

21 LEG DESIGN 20

23 LEG BASE PLATE DESIGN 21

25 LIFTING LUG DESIGN CALCULATION 22


3/37


4/37

ROARK'S FORMULA

SIDE WALL DESIGN

ITEM NAME : 42TB00L7

Tank Height, H = 118.11 in 3000 mm

Tank Width, W = 35.43 in 900 mmTank Length, L = 55.12 in 1400 mm

Design Pressure = FULL WATER + 0.07 bar g

Design Temp. = 50oC

Material = TITANIUM GRADE 2

As per Table 26 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate

For Section , A (Worst Case)

g = 9.81 m/s2

water = 1000 kg/m

a = 18.39 in 467.0 mmb = 39.37 in 1000.0 mm

a/b = 0.4670

= 0.0947 Loading q= water gH + water gh Pa

= 0.0052 = 29430 + 7000 N/m2

= 0.3707 = 4.2674 + 1.0150 psi

= psi = 5.2824 psi

t = 0.3150 in 8.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.3150 in 8.0 mm

At Center,

1.52E+07

S

a

S

S

S

b

Maximum Deflection, = -(qb4)/Et

3

= -3.50= 3.50 mm < t/2 then O.K

Maximum Bending stress, = (qb2)/ t

2

= 7819 psi < allowable 31302 psi. then OK

Material TITANIUM GRADE 2

Yield Stress, y = 47427 psi

Stress Ratio, /y = 0.165

At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = qb

= 77.09 lb/in

= 8710.72 N/mm


5/37

ROARK'S FORMULA

SIDE WALL DESIGN

ITEM NAME : 42TB00L7

Tank Height, H = 118.11 in 3000 mm

Tank Width, W = 35.43 in 900 mmTank Length, L = 55.12 in 1400 mm

Design Pressure = FULL WATER + 0.07 bar g

Design Temp. = 50oC

Material = TITANIUM GRADE 2


Rectangular plate, all edges simply supported, with uniform loads over entire plate

For Section , B (Worst Case)

g = 9.81 m/s2

water = 1000 kg/m

a = 17.72 in 450.0 mmb = 39.37 in 1000.0 mm

a/b = 0.4500

= 0.0882 Loading q= water gH + water gh Pa

= 0.0039 = 29430 + 7000 N/m2

= 0.3688 = 4.2674 + 1.0150 psi

= psi = 5.2824 psi

t = 0.3150 in 8.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.3150 in 8.0 mm

At Center,

1.52E+07

S

a

S

S

S

b


3

= -2.61= 2.61 mm < t/2 then O.K


2


Material TITANINUM GRADE 2





R = qb

= 76.69 lb/in

= 8664.79 N/mm


6/37

STIFFENER CALCULATION

For Horizontal

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero,

that is, at the middle of the beam.

Stiffener No. 1 (typical)

L = 467 mm = 18.39 in

207.97 lb/in = 1000 mm = 39.4 inLoad q = 5.2824 psi

unit load W = q x psi

= 207.97 lb/in

FB 50 x 6

X

I = 0.5848 in4

18.39 in

Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span

At x = L/2 = 9.19 inMaximum moment, Mmax = WL /8

= 8788 lb-in

M/I = /y

(I/y)required = M/

= 0.533 in3

Use FB 50 x 6

I/y = 1.516 in > (I/y)required then O.K

Therefore, = 5795 psi < allowable 16500 psi. then O.K

WbWa

Deflection


At x =L/2= 9.19 in

max (5WL )

384EI

= 0.035 < L/360 0.0511 in. then O.K

Therefore the size used is adequate.


7/37


For Vertical


L = 1000 mm = 39.37 in

97.12 lb/in = 467 mm = 18.4 in

Load q = 5.2824 psi

unit load W = q x psi= 97.12 lb/in

FB 50 x 6

X

I = 0.5848 in4

39.37 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load

At x = 0.548L = 21.57 in

Maximum moment, Mmax = 0.0215WL

= 3237 lb-in

M/I = /y

(I/y)required = M/

= 0.196 in3

Use FB 50 x 6



WbWa

Deflection


At x = 0.525L = 20.67 in

max =

= 0.0344 < L/360 = 0.1094 in. then O.K


0.001309WL4

EI


8/37


For Horizontal

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero,

that is, at the middle of the beam.


L = 450 mm = 17.72 in

207.97 lb/in = 1000 mm = 39.4 inLoad q = 5.2824 psi

unit load W = q x psi

= 207.97 lb/in

FB 50 x 6

X

I = 0.5848 in4

17.72 in

Bending Moment


At x = L/2 = 8.86 inMaximum moment, Mmax = WL /8

= 8159 lb-in

M/I = /y

(I/y)required = M/

= 0.495 in3

Use FB 50 x 6



WbWa

Deflection


At x =L/2= 8.86 in

max (5WL )

384EI

= 0.030 < L/360 0.0492 in. then O.K



9/37


For Vertical


L = 1000 mm = 39.37 in

93.58 lb/in = 450 mm = 17.7 in

Load q = 5.2824 psi

unit load W = q x psi= 93.58 lb/in

FB 50 x 6

X

I = 0.5848 in4

39.37 in

Bending Moment


At x = 0.548L = 21.57 in

Maximum moment, Mmax = 0.0215WL

= 3119 lb-in

M/I = /y

(I/y)required = M/

= 0.189 in3

Use FB 50 x 6



WbWa

Deflection


At x = 0.525L = 20.67 in

max =

= 0.0331 < L/360 = 0.1094 in. then O.K


0.001309WL4

EI


10/37

ROARK'S FORMULA

BOTTOM PLATE DESIGN

ITEM NAME : 53TB001A/B/C

Tank Height, H 133.9 in 3400 mm

Tank Width, W 98.43 in 2500 mmTank Length, L 137.80 in 3500 mm

Design Pressure = FULL WATER + 0.07 BARG

Design Temp. = 50oC

Material = SS316L


Assume rectangular plate, all edges simply supported, with uniform loads over entire plat

For Section , Each Section (Largest area)

g = 9.81 m/s2

water = 1000 kg/m

a = 27.56 in 700 mmb = 23.62 in 600 mm

a/b = 1.1667

= 0.3614 Loading q= water gh + 0.07 BARG

= 0.0587 = 33354 + 7000 N/m2

= 0.4492 = 4.8363 + 1.0150 psi

= = 5.8513 psi

t = 0.3150 in 8.0 mm

c.a = 0.0000 in 0 `

t (corr) = 0.3150 in 8.0 mm

At Center,

2.90E+07

S

a

S

S

S

b


3

= -3.00= 3.00 mm < t/2 then O.K


2


Material SS316L





R = qb

= 62.08 lb/in


11/37


12/37

ROARK'S FORMULA

ROOF CALCULATION

ITEM NAME : 53TB001A/B/C

Assume rectangular plate, all edges simply supported, with uniform loads over entire plat

Live load, LL = 0.2846 psi

Roof weight = 1203.724 lb

Structure weight = 0 lb

Concentrated weight = 661 lb

Total dead load,TDL = 0.0927 psi

Total conc. load, CL = 0.0488 psi

Tank Width, W 98.43 in 2500 mm

Tank Length, L 137.80 in 3500 mm

g = 9.81 m/s

2

water = 1000 kg/m

a = 68.90 in 1750.0 mm

b = 49.21 in 1250.0 mm

a/b = 1.4000

= 0.2874

= 0.0444 Loading q = LL + CL + TDL

= 0.4200 = 0.426 psi

=

t = 0.314961 in 8.0 mm

c.a = 0 mm

t (corr) = 0.314961 in 8.0 mm

2.90E+07

1.52E+07

S

a

S

S

Sb

At Center,Maximum Deflection, = -(qb

4)/Et

3All. Deflection =3500/300= 11.67 (max) mm

= -3.11 mm

= 3.11 mm < All. Deflection. O.K = 11.67


2

= 2989 psi < allowable 13926 psi then OK

Material SS316L



At center of long side,Maximum reaction force per unit length normal to the plate surface,

R = qb

= 8.81 lb/in


13/37


14/37

STIFFENER PROPERTIES

Size FB 50 x 6

Material, 25% CrSDSS

Yield Stress, y 79800 psi

Allowable Stress, allowable 52668 psi

Where :

d1 = 6 mm

d2 = 50 mm

b1 = 166 mm *

b2 = 6 mmh1

b2

h2

y2 C

d22

Stiffener

h1

b1

y2 C

d1y1 1

Plate

PART area (a) y a x y h h2

a x h2

bd3/12

mm2

mm mm3

mm mm2

mm4

mm4

1 993.3137 3 2979.941 6.49 42.1843 41902.24 2979.941

2 300 31 9300 21.51 462.4674 138740.2 62500

TOTAL 1293.314 12279.94 180642.5 65479.94

Therefore,

C = 9.49 mm

I = 246122.4 mm4

= 0.5913 in4

Z (I/C) = 25921.42 mm3

= 1.5818 in3

"*"

b1 =

b1 = 166 mm take min. L = 3400 mm, so R:

R = 1700 mm


15/37

Opening Calculation Per API 650

Without Repad

P Design 0.07 Barg

R Tank volume 29750000000 mm3

t Vessel wall thickness 6 mm

Rn Nozzle inside radius 80 mm

tn Nozzle wall thickness 4.78 mm

Rm Mean radius of vessel 29750000003 mm

Rnm Mean radius of nozzle 82.39 mm

As Shaded(cross-hatched) area 2535079.16 mm

S Maximum allowable stress 21100 psi 1455.172 bar

Sm= Px ((Rx (Rn+ tn+ (Rmx t)^0.5)+ (Rnx (t+ (Rnmx tn)^0.5)))/ As)

= 347136064 bar < 1455.172414 bar

Sm < S OK.

Therefore Reinforcement Pad not required


16/37


Without Repad

P Design 0.07 Barg










= 347116778 bar < 1455.172414 bar

Sm < S OK.



17/37


Without Repad

P Design 0.07 Barg










= 347105411 bar < 1455.172414 bar

Sm < S OK.



18/37


Without Repad

P Design 0.07 Barg










= 347201856 bar < 1455.172414 bar

Sm < S OK.



19/37


Without Repad

P Design 0.07 Barg










= 347144954 bar < 1455.172414 bar

Sm < S OK.



20/37


Without Repad

P Design 0.07 Barg










= 347227018 bar < 1455.172414 bar

Sm < S OK.



21/37

IND LOADING - BS 6399 - PART 2 -1997

Terrain Category = 1

Region = D

Basic Wind Speed Vb = 53.80 m/s

Shielding Factor Ms = 1

Topographic Factor Sa = 1

Direction Factor Sd = 1

Probability Factor Sp = 1

Seasonal Factor Ss = 1

Terrain and Building Factor Sb = 1

Design Wind Speed Vz = 53.80 m/s ( Vb x Sa x Sd x Sp x Ss )

Effective (Design) Wind speed Ve = 53.80 m/s ( Vz x Sb )

Dynamic Pressure qz = 1.7743 kPa ( 0.613 x Ve2

x 10-3

)

Drag Coefficient Cd = 1

H = 3400.000 mm

L = 2500.000 mm

Az = 8500000.000 mm2

3400

H /L = 1.36

Kar = 1

Cd' = 1 ( Cd x Kar )

Wind Force Fw = 15081.5 N ( Cd' x qz x Az ) / 103

Height to COA h = 1700.000 mm ( H / 2 )

Overturning Moment Mw = 25638515 Nmm ( Fw x h )

Moment at the joint of the leg to the tank

hT= 550 mm Mw1 = 26309411 Nmm Mw - hT ( Fw - 0.5*qz*D*hT)

2500.000


22/37

Sesmic LoadL: lenth of the tank 3500 mm

H: Height of the tank 3400 mm

V: Wind speed 53.8 m/s

a1: Horizontal acceleration 0.8 m/s2

a2: Vertical acceleration 2 m/s2

M: Empty Weight 4167 kg

S1y: Yield Stress of bottom plate 262 N/mm2

Sa: Allowable Stress of the plate 137 N/mm2

S2y: Yield Stress of beam 355 N/mm2

f: Fillet weld size between bottom plate and skid 6 mm

Lf: Weld leg between the beam and bottom plate 300 mm

Wind Force Calculation

A=LxH= 11.9 m2

Fw=0.5 x A x V2= 17221.92 N

P=F/A= 1447.22 N/m2

Force Calculation

Fh=(a1+1) x M x 10= 75006 N

Fv=(a2+1) x M x 10= 125010 N

Horizontal Shear Stress Check

Fhc=Fw+Fh= 92227.92 N

Maximum Shear Stress

Ss=0.4 x S2y= 142 N/mm2

Fhc=Ss x (Lf x f)

so Lf=Fc / (Ss x f)= 108.2487 mm

As the welding seam length along the skid to bottom is more than required, so it's OK!

Vertical Shear Stress Check

Fv= 125010 NFv=Ss x (Lf x f)

so Lf=Fv / (Ss x f)= 146.7254 mm

As the welding seam length along the skit to bottom is more than required, so it's OK!

Over Turning Force Check

Fv x L/2 + Fhc x H/2 = M x L/2 + Ss x (Lf x f) x L/2

so Lf=2(Fv x L/2 + Fhc x H/2 - M x L/2) / (Ss x f x L) = 246.9904 mm



23/37

Blast LoadL: Length of the tank 3500 mm

H: Height of the tank 3400 mm

P: Blast load 20000 N/m2

a1: Horizontal acceleration 0.3 m/s2

a2: Vertical acceleration 1.4 m/s2

M: Empty Weight 4167 kg

S1y: Yield Stress of bottom plate 262 N/mm2

S2y: Yield Stress of beam 355 N/mm2

f: Fillet weld size between bottom plate and skid 6 mm

Lf: Weld leg between the beam and bottom plate 300 mm

Blast Force Calculation

A=LxH= 11.9 mm2

Fw=P x A = 238000 N

Transportation Force Calculation

Fh=(a1+1) x M x 10 = 54171 N

Fv=(a2+1) x M x 10 = 100008 N

Horizontal Shear Stress Check

Ss=0.4 x S2y= 142 N/mm2

Fhc=S2y x (Lf x f)

so Lf=Fc / (S2y x f)= 137.1695 mm



Vertical Shear Stress Check

Fv= 100008 N

Fv=S2y x (Lf x f)

so Lf=Fv / (S2y x f)= 46.95211 mm


Over Turning Force Check

Fv xL/2 + Fhc x H/2 = M x L/2 + S2y x (Lf x f) x L/2

so Lf=2(Fv x L/2 + Fhc x H/2 - M x L/2) / (S2y x f x L) = 178.2461 mm

As the welding seam length along the skit to bottom is more than required, so it's OK!



24/37

WEIGHT SUMMARY

ITEM : 53TB001A/B/C

JOB NO. JN05-320

QTY or

ITEM DESCRIPTION UNIT WT. WEIGHT

SIDE PLATE 3.500 m x 3.400 m x 6 thk 2 1116.7 kg

SIDE PLATE 2.500 m x 3.400 m x 6 thk 2 797.6 kg

BASE PLATE 3.500 m x 2.500 m x 6 thk 1 410.6 kg

ROOF PLATE 3.500 m x 2.500 m x 6 thk 1 420.0 kg

STIFFENER

SIDE WALL FB 50 x 6 x 28 m 1 65.7 kg

ROOF PLATE FB 50 x 6 x 8 m 1 19.2 kg

BOTTOM PLATE FB 50 x 6 x 8 m 4 307.2 kg

CHANNEL 150 x 75 x 6.5t x 0.6 m 1 29.9 kg

NOZZLE / OPENINGS 1000.0 kg

AND OTHERS

TOTAL WEIGHT 4167 kg

Liquid Weight 38675 kg

Water Weight 29750 kg

EMPTY WEIGHT 4167 kg

OPERATING WEIGHT 42842 kg

FULL WATER WEIGHT 33917 kg


25/37

TRANSPORTATION LOADS

TRANSPORTATION ACCELERATIONS

WEIGHTS

ERECTED .. We = 4167 kg -> 40877 N

OPERATING . Wo = 42842 kg -> 420279 N

FLOODED . Wf = 33917 kg -> 332724 N

VERTICAL AtV = 3.92 m/s ( 1.4 x g )

LONGITUDINAL AtH = 3.92 m/s ( 0.5 x g )

TRANSVERSE AtT = 7.85 m/s ( 0.5 x g )

TRANSPORTATION FORCES

VERTICAL FtV = 16350.7 N ( We x AtV)

HORIZONTAL FtH = 16350.7 N ( We x AtH)

TRANSVERSE FtT = 32701.5 N ( We x AtT)


26/37

LOADS AT BASE

EIGHTS

Erected e = 4167 kg ------> 40877 N

Operating o = 42842 kg ------> 420279 N

Flooded f = 33917 kg ------> 332724 N

EXTERNAL LOADS

ind Force Fw = 15081 N

Earthquake Force Feq = 31860 N

Blasting Force Fb = 23080 N

FD = 26642 N [( 0.5 x We )2

+ ( 1.4 x We )2

]0.5

ind Moment Mw = 25638515 Nmm

Earthquake Moment Meq = 142 Nmm

Blastin Moment Mb = 142 Nmm

Client Specified Dynamic Force

( during tow-out and installation )

Client Specified Moment Mc = 0 Nmm ( FDx COGerected ) COGerected = 1325 mm

(from base)

Maximun Shear Force F = 31860 N >>> P = F/n = 7965.0 N

Maximun O/T Moment M = 25638515 Nmm n = 4

where, n= no of leg.

HOLD DOWN BOLTS

( during tow-out and installation )

Bolt Material.. = SA 193M GR B7

Bolt Yield Stress Sy = 207 MPa

Bolt UTS... Su = 507 MPa

Allowable Tensile Ft = 124.2 MPa

Allowable Shear Fs = 69 MPa

Bolt Size = M16

Bolt Number N=

4

Tensile Area. AT = 245 mm

Shear Area AS = 400 mm

o = mm

AXIAL STRESS IN BOLT SHEAR STRESS IN BOLT

4Mw - e Shear / Bolt, S = F

PCD.N N N x As

Load / Bolt = 171614 N 19.91 MPa OK

** Since the value is -ve, therefore no axial stress 69 MPa

fs =

Fs =

Load / Bolt, P =

since fs < Fs the shear stress is OK


27/37

LEG DESIGN

LEG DATA

Material.....= SA 36M

Yield Stress, Sy...= 248.2 N/mm

Allowable Axial Stress, fall....= 148.9 N/mm

( 0.6 x Sy )Allowable Bending Stress, fball.......= 165.5 N/mm

2( 2/3 x Sy )

LEG GEOMETRY :- CHANNEL150 x 75 x6.5t

A = 2370 mm2

Ixx = 8640000 mm

d = 51.9 mm

e = 23.1 mm

L = 450 mm

r = 10 mm

AXIAL STRESS

Axial Stress, fa = F / A = 35.10 N/mm2

BENDING STRESS

Bending Stress, fb = P x L x e = 18.14 N/mm

Ixx

COMBINED STRESS

e

d

X X

Combined Stress, f = (fa/fall + fb/fball) = 0.35

Since Combined Stress is < 1.00 The Leg Design is OK!


28/37

LEG BASE PLATE DESIGN

Refer Dennis R Moss Procedure 3-10

tb =

Q = Maximum Load / Support = 42842 N

F = Baseplate Width = 200 mm

A = Baseplate Length = 200 mm

Fb = Allowable Bending Stress = 163.68 MPa ( 0.66 Fy )

tb = 14.0 mm

Use Tb = 15 mm OK

BASE PLATE WELD CHECKING

Maximum stress due to Q & F = max(Q, F)/Aw = 6.69 N/mm

2

< 86.9 N/mm2

OK

Weld leg size, g = 8.0 mm

Length of weld, l = 2*( 2*F + 2*A ) = 1600 mm

Area of weld, Aw = 0.5*g*l = 6400 mm2

Joint efficiency for fillet weld, E = 0.6 -

Welding stress for steel, fw = 144.8 N/mm2

Allowable stress for weld, fw = E*fw = 86.9 N/mm2

Maximum vertical force, Q = 42841.9 N

Maximum horizontal force, F = 31860.0 N

3 x Q x F

4 x A x Fb


29/37


30/37

4.0 LIFTING LUG DESIGN - VERTICAL LIFTING4.1 DESIGN LOAD

Design load , Wt ( = p.We ) = 122631 NDesign load per lug, W ( = Wt / N ) = 30658 NVertical component force, Fy = 30658 N

4.2 STRESS CHECK AT PIN HOLE(a) Tensile Stress

Vertical component force, Fy = 30658 N

Cross sectional area of lug eye, Ae ( = 2*[ rL - d/2 ] x tL ) = 900 mmTensile stress, St ( = Fy / Ae ) = 34.06 N/mm

Since St < St.all, therefore the lifting lug size is satisfactory.

(b) Bearing StressVertical component force, Fy = 30658 NCross sectional area of lug eye, Ae ( = Dp x tL ) = 333 mmBearing stress, Sbr ( = Fy / Ae ) = 91.96 N/mmSince Sbr < Sbr.all,therefore the lifting lug size is satisfactory.

(c) Shear StressVertical component force, Fy = 30658 NCross sectional area of lug eye, Ae ( = 2.(rL-d/2).tL ) = 900 mmShear stress, Ss ( = Fy / Ae ) = 34.06 N/mm

Since Ss < Ss.all,therefore the lifting lug size is satisfactory.

5.0 STRESS CHECK AT SECTION A-(a) Bending Stress

Bending stress due to Pa ( = Fy x tan U ) = 8215 NBending moment, Mb ( = Pa x J ) = 394305 NmmSection modulus, Z ( = 2rL*tL /6 = 3750 mm

Bending stress, Sb ( = Mb/Z ) = 105.15 N/mmSince Sb < Sb.all, therefore the lifting lug size is satisfactory.

(b) Tensile Stress due to FyCross section area, Ae (=2rL x tL) = 1500 mmTensile Stress, St (=Fy/Ae) = 20.44 N/mmSince St < St.all, therefore the lifting lug size is satisfactory.

Combine Stress Ratio, CS (= St/St.all + Sb/Sbn.all) = 0.78Since CS


31/37

7.0 DESIGN OF WELD SIZE AT PAD TO TANK JOINT7.1 GENERAL

Weld leg , w = 6 mmWeld throat thickness, tr = 4.2 mmFillet weld joint efficiency, E = 0.6

Allowable welding stress for steel grade 43 ( E-43 ) = 125 N/mm

7.2 CRITICAL WELD CROSS-SECTIONAL PROPERTIES

Area of weld, Aw ( = 2 tr ( Wp + Lp ) ) = 2121 mm

7.3 STRESS DUE TO FORCE FyComponent force, Fy = 30658 NShear stress, Ssx ( = Fy / Aw ) = 14.45 N/mmAllowable welding stress, Sa ( = E.Sa ) = 75.00 N/mmSince Ssx < Sa, therefore the selected weld size is satisfactory .


32/37

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

22-May-14

22-May-2014 04:13Porable Water Tank Skid

Print Time/Date: 22/05/2014 04:15 Print Run 1 of 6STAAD.Pro V8i (SELECTseries 2) 20.07.07.19

Job InformationEngineer Checked Approved

Name:

Date: 22-May-14

Structure Type SPACE FRAME

Number of Nodes 25 Highest Node 25

Number of Elements 36 Highest Beam 36

Number of Basic Load Cases 2Number of Combination Load Cases 1

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 SELF WEIGHT

Primary 2 LIVE LOADS

Combination 3 COMBINATION LOAD CASE 3

NodesNode X

(mm)

Y

(mm)

Z

(mm)

1 0.000 0.000 0.000

2 3.5E+3 0.000 0.000

3 7E+3 0.000 0.000

4 10.5E+3 0.000 0.000

5 0.000 0.000 -2.6E+3

6 3.5E+3 0.000 -2.6E+3

7 7E+3 0.000 -2.6E+3

8 10.5E+3 0.000 -2.6E+3

9 5.25E+3 0.000 0.00010 5.25E+3 0.000 -2.6E+3

11 8.75E+3 0.000 0.000

12 8.75E+3 0.000 -2.6E+3

13 1.75E+3 0.000 0.000

14 1.75E+3 0.000 -2.6E+3

15 0.000 0.000 -1.3E+3

16 1.75E+3 0.000 -1.3E+3

17 3.5E+3 0.000 -1.3E+3

18 5.25E+3 0.000 -1.3E+3

19 7E+3 0.000 -1.3E+3

20 8.75E+3 0.000 -1.3E+3

21 10.5E+3 0.000 -1.3E+322 875.000 0.000 0.000

23 875.000 0.000 -2.6E+3

24 9.63E+3 0.000 0.000


33/37

Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2

22-May-14



Nodes Cont...Node X

(mm)

Y

(mm)

Z

(mm)

25 9.63E+3 0.000 -2.6E+3

BeamsBeam Node A Node B Length

(mm)

Property

(degrees)

1 1 22 875.000 2 0

2 2 9 1.75E+3 2 0

3 3 11 1.75E+3 2 0

4 5 23 875.000 2 0

5 6 10 1.75E+3 2 0

6 7 12 1.75E+3 2 0

7 5 15 1.3E+3 2 0

8 6 17 1.3E+3 2 0

9 7 19 1.3E+3 2 0

10 8 21 1.3E+3 2 0

11 9 3 1.75E+3 2 0

12 10 7 1.75E+3 2 0

13 11 24 875.000 2 0

14 12 25 875.000 2 0

15 11 20 1.3E+3 2 016 9 18 1.3E+3 2 0

17 13 2 1.75E+3 2 0

18 14 6 1.75E+3 2 0

19 13 16 1.3E+3 2 0

20 15 1 1.3E+3 2 0

21 16 14 1.3E+3 2 0

22 17 2 1.3E+3 2 0

23 18 10 1.3E+3 2 0

24 19 3 1.3E+3 2 0

25 20 12 1.3E+3 2 0

26 21 4 1.3E+3 2 0

27 15 16 1.75E+3 2 0

28 16 17 1.75E+3 2 0

29 17 18 1.75E+3 2 0

30 18 19 1.75E+3 2 0

31 19 20 1.75E+3 2 0

32 20 21 1.75E+3 2 0

33 22 13 875.000 2 0

34 23 14 875.000 2 0

35 24 4 875.000 2 0

36 25 8 875.000 2 0

Section PropertiesProp Section Area

(cm2)

Iyy

(cm4)

Izz

(cm4)

J

(cm4)

Material

2 UB200X18.2 23.200 114.000 1.58E+3 2.823 STEEL


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3

22-May-14



MaterialsMat Name E

(kN/mm2)

Density

(kg/m3)

(/C)

1 STEEL 205.000 0.300 7.83E+3 12E -6

2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6

3 ALUMINUM 68.948 0.330 2.71E+3 23E -6

4 CONCRETE 21.718 0.170 2.4E+3 10E -6

SupportsNode X

(kN/mm)

Y

(kN/mm)

Z

(kN/mm)

rX

(kN-m/deg)

rY

(kN-m/deg)

rZ

(kN-m/deg)

1 Fixed Fixed Fixed Fixed Fixed Fixed








Basic Load CasesNumber Name

1 SELF WEIGHT

2 LIVE LOADS

Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

3 COMBINATION LOAD CASE 3 1 SELF WEIGHT 1.00

2 LIVE LOADS 1.00


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4

22-May-14



Utilization RatioBeam Analysis

Property

Design

Property

Actual

Ratio

Allowable

Ratio

Ratio

(Act./Allow.)

Clause L/C Ax

(cm2)

Iz

(cm4)

Iy

(cm4)

Ix

(cm4)

1 UB200X18.2 UB200X18.2 0.293 1.000 0.293 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

2 UB200X18.2 UB200X18.2 0.290 1.000 0.290 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

3 UB200X18.2 UB200X18.2 0.322 1.000 0.322 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

4 UB200X18.2 UB200X18.2 0.293 1.000 0.293 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

5 UB200X18.2 UB200X18.2 0.290 1.000 0.290 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

6 UB200X18.2 UB200X18.2 0.322 1.000 0.322 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

7 UB200X18.2 UB200X18.2 0.190 1.000 0.190 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

8 UB200X18.2 UB200X18.2 0.497 1.000 0.497 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

9 UB200X18.2 UB200X18.2 0.497 1.000 0.497 AISC- H1-3 3 23.200 1.58E+3 114.000 3.86010 UB200X18.2 UB200X18.2 0.190 1.000 0.190 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

11 UB200X18.2 UB200X18.2 0.290 1.000 0.290 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

12 UB200X18.2 UB200X18.2 0.290 1.000 0.290 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

13 UB200X18.2 UB200X18.2 0.207 1.000 0.207 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

14 UB200X18.2 UB200X18.2 0.207 1.000 0.207 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

15 UB200X18.2 UB200X18.2 0.274 1.000 0.274 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

16 UB200X18.2 UB200X18.2 0.181 1.000 0.181 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

17 UB200X18.2 UB200X18.2 0.322 1.000 0.322 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

18 UB200X18.2 UB200X18.2 0.322 1.000 0.322 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

19 UB200X18.2 UB200X18.2 0.274 1.000 0.274 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

20 UB200X18.2 UB200X18.2 0.190 1.000 0.190 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

21 UB200X18.2 UB200X18.2 0.274 1.000 0.274 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

22 UB200X18.2 UB200X18.2 0.497 1.000 0.497 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

23 UB200X18.2 UB200X18.2 0.181 1.000 0.181 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

24 UB200X18.2 UB200X18.2 0.497 1.000 0.497 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

25 UB200X18.2 UB200X18.2 0.274 1.000 0.274 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

26 UB200X18.2 UB200X18.2 0.190 1.000 0.190 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

27 UB200X18.2 UB200X18.2 0.245 1.000 0.245 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

28 UB200X18.2 UB200X18.2 0.349 1.000 0.349 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

29 UB200X18.2 UB200X18.2 0.349 1.000 0.349 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

30 UB200X18.2 UB200X18.2 0.349 1.000 0.349 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

31 UB200X18.2 UB200X18.2 0.349 1.000 0.349 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

32 UB200X18.2 UB200X18.2 0.245 1.000 0.245 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

33 UB200X18.2 UB200X18.2 0.207 1.000 0.207 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

34 UB200X18.2 UB200X18.2 0.207 1.000 0.207 AISC- H1-3 3 23.200 1.58E+3 114.000 3.86035 UB200X18.2 UB200X18.2 0.293 1.000 0.293 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860

36 UB200X18.2 UB200X18.2 0.293 1.000 0.293 AISC- H1-3 3 23.200 1.58E+3 114.000 3.860


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Reaction Summary

Horizontal Vertical Horizontal Moment

Node L/C FX

(N)

FY

(N)

FZ

(N)

MX

(kNm)

MY

(kNm)

MZ

(kNm)

Max FX 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Min FX 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Max FY 2 3:COMBINATI 0.000 45.1E+3 0.000 13.096 0.000 -0.842

Min FY 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Max FZ 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Min FZ 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Max MX 2 3:COMBINATI 0.000 45.1E+3 0.000 13.096 0.000 -0.842

Min MX 6 3:COMBINATI 0.000 45.1E+3 0.000 -13.096 0.000 -0.842Max MY 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Min MY 1 1:SELF WEIG 0.000 1.41E+3 0.000 0.331 0.000 0.545

Max MZ 1 3:COMBINATI 0.000 20.7E+3 0.000 5.005 0.000 8.500

Min MZ 4 3:COMBINATI 0.000 20.7E+3 0.000 5.005 0.000 -8.500

3D Rendered View


37/37

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By Date Chd

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6

22-May-14


8

X = 0.000 NY = 1410.513 NZ = 0.000 NMX = -0.331 kNmMY = 0.000 kNmMZ = -0.545 kNm

1221

7

X = 0.000 NY = 2810.436 NZ = 0.000 NMX = -0.741 kNmMY = 0.000 kNmMZ = 0.048 kNm

204

X = 0.000 NY = 1410.513 NZ = 0.000 NMX = 0.331 kNmMY = 0.000 kNmMZ = -0.545 kNm

1019

11

6

X = 0.000 NY = 2810.436 NZ = 0.000 NMX = -0.741 kNmMY = 0.000 kNmMZ = -0.048 kNm

183

X = 0.000 NY = 2810.436 NZ = 0.000 NMX = 0.741 kNmMY = 0.000 kNmMZ = 0.048 kNm

1417

9

5

X = 0.000 NY = 1410.513 NZ = 0.000 NMX = -0.331 kNmMY = 0.000 kNmMZ = 0.545 kNm

162

X = 0.000 NY = 2810.436 NZ = 0.000 NMX = 0.741 kNmMY = 0.000 kNmMZ = -0.048 kNm

15 13

1X = 0.000 NY = 1410.513 NZ = 0.000 NMX = 0.331 kNmMY = 0.000 kNmMZ = 0.545 kNm

22

23

24

25

Load 1

XY

Z

Whole Structure

Potable water tank calculation

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