crane ub

BASIC ASSESSMENT OF OVERHEAD WATER TANKValue

TankType: Pressed Steel BraithwaiteReference Code: 653Length of Tank, L: 7.32Breadth of Tank, B: 6.1Depth of Tank, D: 3.66Volume of Tank: 163,656

PlatformPrimary Beams:Secondary Beams:

TowerHeight to top of Tank:Height to underside of Tank:Width at top 3.66Width at bottom: 3.66

Classification of Structure:

Importance Factor, I:Topographic Category:

Exposure CategoryExposure Category Coefficients: From Table 2-4

α:

Height above ground level, Z:

Check: Kzmin<=Kz<=2.01, Lower bound & Upper bound 1.289473

Wind Speed, V:

Wind direction probability factor, Kd:

Topographic Factor, Kzt:

Zg:

Kzmin:

Ke:

Velocity Pressure Coefficient, Kz:

Use Kz =

Velocity Pressure, qz: 0.613KzKztKdV2I

Gust Response Factor, Gh:

Projected Area of Structural Component, Af:

Gross Area, Ag:

Solidity Ratio, ε:

Force Coefficient, Cf = 4.0ε2 - 5.9ε + 4.0

Directional Factor, Df:

Effective Projected Area, EPA = DfCfAf

BASIC ASSESSMENT OF OVERHEAD WATER TANKValue Unit

Pressed Steel Braithwaite653

7.32 m6.1 m

3.66 m163,656 Litres

m

3.66 m3.66 m

0.851.15

1D

213 m11.5

1.03

1.116.591 m

1.2894731.289473

1.2894735 m/s

0.946509 KN/m2

m2

m2

m2

LOADING

Lateral (Wind) LoadsWind Speed, V:

Member Loads

Tank Loads

Gravity Loads

Maintenance load on walkway:Self weight of Tank:Weight of water in Tank:

Open Flooring system:

Railings and posts:

Load Cases and Combinations

Dynamic Pressure on Tower Members, qz:

Wind Load on any member, Qz:

Force Coefficient for Tank, CT:

Force on Tank, FT:

Two wind directions have been considered for the tower- tank assembly, viz normal and diagonal directions. Wind normal or

perpendicular to tower face will produce maximum stress in the bracing, while wind at 450 to the face will result in

maximum stress in the legs. For each wind direction, three load combinations ( dead, live, plus wind) are considered at the

serviceability limit state and the ultimate limit state.

m/s

5KNKN

0.5

0.35

Load Cases and Combinations

KN/m2

KN/m2

KN/m2

KN/m2

KN/m2

Two wind directions have been considered for the tower- tank assembly, viz normal and diagonal directions. Wind normal or

perpendicular to tower face will produce maximum stress in the bracing, while wind at 450 to the face will result in

maximum stress in the legs. For each wind direction, three load combinations ( dead, live, plus wind) are considered at the

PLATFORM LOADINGLoadingTank own weight:Water:Open flooring system:Maintenance Load on walkway:Railings + Posts:

Platform PlanINTERNAL TANK BEARER 'POS 'From tank own weight:Water:Open Flooring System:Maintenance Load:Railings + Posts

EXTERNAL TANK BEARER 'POS 'From tank own weight:Water:Open Flooring System:

At cantilever:At Span:

Maintenance Load:At cantilever:At Span:

Railings + Posts

Platform PlanINTERNAL TANK BEARER 'POS '

EXTERNAL TANK BEARER 'POS '

INTERNAL TANK BEARER 'POS '

66 157 6690 159 159 90

177 17711 11166 166


132 1327 7125 166

MAIN GIRDER 'POS '

128 681 128210 562 562 210

486 48629 29457 457

Gk = 0.427 KN

1220 4880 1220

MVRSMRD

RL

Gk = 7 KNQk = 125 KN

Gk = 11 KNQk = 166 KN

Gk = 11 KNQk = 166 KN

Gk = 11 KNQk = 166 KN

Gk = 11 KNQk = 166 KN

Gk = 7 KNQk = 125 KN

610 610 1220 1220 1220 610 610

MVRSMRD

RL

900

gk = 0.61 KN/mqk = 6.1 KN/m

gk = 2.669 KN/mqk = 43.804 KN/m

gk = 0.61 KN/mqk = 6.1 KN/m

Gk = 0.4935 KN

1220 4880 1220

RSMRD

RL

900

gk = 1.205 KN/mqk = 7.55 KN/m

gk = 1.334 KN/mqk = 21.902 KN/m

gk = 1.205 KN/mqk = 7.55 KN/m


MAIN GIRDER 'POS '

900

Gk = 0.427 KNgk = 0.61 KN/mqk = 6.1 KN/m

900

Gk = 0.4935 KNgk = 1.205 KN/mqk = 7.55 KN/m

TYPICAL TANK BEARERPreliminary Sizing:Deflection:

Equating both to ensure we are within the limit gives;

whereL =

W = wL=n = N/L =

Thus:

Actual deflection, δ = WL4/384EI (5-24n2)

Limiting deflection, δlim = span/720 = L/720

Ireq = 720WL4/384E (5-24n2)

w = qk =

Ireq =

The XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX Company LimitedDesign of Marine Spreader Bar for Offloading Hose Replacement.

11Deltec Engineering Limited

Rev 0, Sept, 2011

XXXXXXXXXXXXXXXXXXXXXXXXXXXXX

Deltec Engineering Limited(Consulting Engineers & Project Managers)

Plot 576, 14th Street, DDPA Estate Ugborikoko-Effurun, Warri

Tel : 08037262708

DEL/2011-14X/EOBAugust, 2011

Design of Marine Spreader Bar For Offloading Hose Replacement

Email: [email protected]

Job No: DEL/2011-14X Date: 16/08/2011 Job Title: Design of 4,800-Gallon overhead Fire Foam Tank, Gbaran S T R U C T U R A L D E S I G N I N F O R M A T I O N INTENDED USE & BRIEF DESCRIPTION OF STRUCTURE The proposed steel tower is to provide support for a 4,800-gallon (21,821 litre-capacity) Braithwaite pressed steel fire foam tank at a height of 12.0m above ground level. The tank measures 3.66mx2.44m on plan and is 2.44m deep. The structural solution consists of a 4-legged lattice tower, 12m high, carrying a platform, which measures 6.06m x 4.84m on plan. The platform is made of 203X133X25UB secondary girders `POS 14’, placed at 1.22m intervals over 356x171x45UB Main girders `POS 13’ which are, in turn, supported by the tower legs made of 152x152x23UC at the corners of a square of side 2.44m . Both the secondary and main girders are extended to carry the walkway and the handrails. For stability the tower is braced horizontally at 3.0m intervals with 80x80x6RSA `POS 02’. Cross bracing is made of 80x80x6RSA ̀ POS 03’, designed as ties. The Holding Down system consists of 250mmx250mmx20 base plates which are anchored to the concrete pedestals with M20 grade 8.8 bolts. The superstructure also consists of a retaining wall 1.6m high and 225mm thick. The foundation is made of 400mm thick reinforced concrete slab at 450mm above ground level, which are tied together with concrete capping beams. Further details of the design are given in the accompanying drawings. GENERAL LOADING CONDITION Imposed loading

Self weight of tank = 21.425kN (Braithwaite tank Ref 322).Contents (water) = 214.06kNOpen flooring system = 0.5kN/m2 (35x5 steel grating)Maintenance load=5.0kN/m2

Railing & Posts = 0.35kN/m Wind loadingBasic wind speed, v=35m/s (3-sec gust speed) DURABILITY & FIRE RESISTANCE

Fire resistance-: 1 hour for all elementsMinimum cover to all reinforcement - 50mm substructure CODES OF PRACTICE & REFERENCES

EUROCODE 1: EN1991–1–1: 2002: Actions on Structures,EUROCODE 2: EN1992–1 - 1–2004: Design of Conceret Structures,EUROCODE 3: EN1993 - 1 - 1: 2005: Design of Steel Structures,EUROCODE 3: EN1993 - 1 - 8: Design of JointsANSI/EIA/TIA-222-G-2003: Structural Standards for Steel Antenna Towers and Antenna Supporting StructuresGeotechnical Survey Report by Eni Saipem Desicon Engineering, Gbaran - Ubie EPCC Field Logistic Base, GBU - E17705 - GBRLC - S18 - 00001.

MATERIALS & STRENGTHS Normal Weight Concrete grade 35Characteristic cube strength, f

cu = 35N/mm2

Characteristic cylinder strength at 28 days, fck

= 0.8 xcharacteristic cube strength = 28N/mm2

ReinforcementHigh yield deformed bars type 2 to BS 4449Characteristic strength, f

yk = 410N/mm2

Structural Steel Grade S275 (43A) Young’s Modulus, Es =210kN/mm2

BoltsMild steel bolts grade 8.8

Prepared by: Emmanuel Ofovwe Bobor, B.EngDate: 17/08/2011

Agreed: Engr. Samson Ivovi, B.Eng, MSc, MNSE, FNIStructE,

Date: 17/08/2011



Rev 0, Sept, 2011







cu = 35N/mm2




yk = 410N/mm2





Date: 17/08/2011



Rev 0, Sept, 2011

DELTEC

DELTEC ENGINEERING LTD Job No. Sheet No

Calculation Sheet DEL /2011 - 14X 3 OF 5

Member/Location

Job Title: Design of Marine Spreader Bar for Offloading Hose Replacement Drg Ref.

Made by EOB Date: 12/08/2011

REFERENCE CALCULATIONS

CRANE RAIL ANALYSIS

Factors of Safety: 1.5

112.530 30

2020

CRANE RAIL DESIGNCalculations in accordance with BS EN 1993- 1- 1: 2005All loads and moments are factoredDesign Info:

Design bending moment about major axis, 112.5Design shear force, 30.00Force through flange 60.00

Preliminary Sizing:Deflection:

where 10 KN10 KN

a = 2500 mm[1 +(3b/2a)] = 2.50

b = 2500 mmL = 5000 mmE = 210

Thus: 223,214,285.71Check Moment:

112.5 KNm

Table 3.1 255

441,176.47Try HE 300 B

Section Properties: From SCI Checklist: HE 300 B 117Depth of Section h = 300 mm Radius of Gyration 129.9Width of Section b = 300 mm 75.8

Web Thickness 11 mm Elastic Modulus 1,678,000

Flange Thickness 19 mm 570,900

Depth Between Fillets d= 262 mm Plastic Modulus 1,869,000

Root Radius r = 27 mm 870,100

Ratios for Local Buckling 6.2 Length of stiff bear 806.3023.8 Torsional Constant 1.9E+6

Second Moment of Area 251,710,000 Warping Constant 1.7E+12

85,630,000 Area of Section A = 14,910

γQ = 6 Ton/4 Ton =

BS EN 1993- 1- 1: 2005

Msd

= Vsd =

Fz Ed =

Steel Designer's Manual - 6th Edition (1996), Page 1032

Since the maximum moment occurs at the cantilever, the cantilever loads are therefore critical for sizing, thus deflection, δmax = Pa3/3EI (1 + 3b/2a)

Limiting deflection, δlim = span/1000 = L/1000

Equating both to ensure deflection is within the limit gives; Ireq

= (1000 x Pa3/3EL )(1 + 3b/2a)P2 = 1.0Gk + 1.0Qk + 1.0Gwk = P3 = 1.0Gk + 1.0Qk =

KN/mm2

Ireq = mm4

Applied moment, Msd =

Assume t > 40mm; fy = N/mm2

Plastic Modulus Required, Wpl,y reqd = Msd/fy = mm3

Mass Per Metre =

iyy = izz =

tw = Wel,y =

tf = Wel,z =

Wpl,y =

Wpl,z = c/tf = Ss =

d/tw = I

t =

Iyy

= mm4 Iw =

Izz = mm4

2500 2500

MVR

S

RD

A B D E2500

Qk = 10 KN

2500C

Qk = 10 KN Qk = 10 KN Qk = 10 KN

a

P1

b a

P3

P2 P

1

b



Rev 0, Sept, 2011

DELTEC



Member/Location




Classify Section:

19 mm 2750.924

6.2 < 33ε 'Section is at least compact'

23.8 < 83ε 'Web is at least compact'Therefore section is at least compact

Shear Buckling:27.3 < No check for shear buckling is required

Restraint Assumptions:

Length of beam between restraints 5000Effective length factor K = 2.5Effective length 12500

Clause 4.3.6.2; As the member is subject to destabilizing loads,

Segment ACLength of segment (between restraints) 12500Factor, 0.66

Elastic critical moment, 538.74

Table 6.5 Non-dimensional slenderness, 0.9767Table 6.3 For rolled I-Sections h/b < 2.0 Use buckling curve (b)

Imperfection factor, 0.34

Factor, 1.1091

Reduction factor, 0.61Material partial factor of safety, 1.05Buckling resistance moment, 299.50Since <

112.5 299.50 KNm

Check Section for Combined Moment and Shear:Applied Moment, 112.5 KNmApplied Shear Force, 30.00 KN

3432.001.05

518.96 KNSince <

Shear Capacity Ok30.00 518.96 KN

Since <Low Shear

30.00 259.48 KNMoment Capacity, 489.50 kNmSince <

Moment capacity ok112.5 489.50 KNm

Table 5.2 (Sheets 1 of 3 & 2 of 3)

tf = fy = N/mm2

ε = √(235/fy) =

c/tf = (b-2t

w)/t

w=

d/tw =

Clause 6.2.6 (6); Eqn 6.22 h/tw = 72ε

Since the beam is subject to possible lateral torsional buckling, the buckling resistance moment is first considered.

L1 =

LE =

Buckling Resistance

LAC = α = (Iyy - Izz)/Iyy =

Mcr = (π/LE)[√(E2IzzIt/2.66α)][√(1 + 2.66π2Iw/LE2It)] =

λLT = √(Wpl,yfy/Mcr) =

αLT =

φLT = 0.5[1 + α

LT(λ

LT - 0.2) + λ

LT2] =

χLT = 1/[φLT + √(φLT2 - λLT

2)] =

Clause 6.3.2.1 (3)

γM1 = M

b,Rd = χ

LTfyW

pl,y/γ

M1 =

Msd Mb,Rd Section is ok for lateral torsional buckling

Msd = Vsd =

Shear area, Av = 1.04htw = mm2

Partial factor of safety, γM0 = Shear Capacity, Vpl,Rd = Av (fy/√3)/γM0 =

Vsd

Vpl,Rd

Vsd

0.5Vpl,Rd

Mc,Rd = Mpl,Rd =Wpl,yfy/γM0 = Msd Mpl,Rd



Rev 0, Sept, 2011

DELTEC



Member/Location




Check for bearing on the web:

Force applied through flange 60.00

275

275Effective loaded length, 922.68

Longitudinal stress in flange, 5.91length of stiff bearing, say 806.30

Length over which the effect takes place, 198.40Material partial factor of safety, 1.05Local capacity of web 2894.50Since <

60.00 2894.50 KN

Check for crippling resistance of the web:Length of stiff bearing for crippling, 806.30

14,228Since <

60.00 14,228 KN

Check for buckling of the web:

Effective length of web, 310.00Effective height of web for buckling, 183.40Radius of gyration for web, 3.18Effective Area, 3410.00

Table 5.2 Slenderness parameter, 86.80Non-dimensional slenderness, 0.67

Table 6.2 h/b < 1.2 < 40mm Use buckling curve (c) Table 6.1 Imperfection factor, α = 0.49

Factor, 0.84Reduction Factor, 0.75Buckling resistance of web, 666.25Since <

60.00 666.25 KNSECTION SUMMARYSECTION

Design Shear ForceShear CapacityDesign Moment

Moment CapacityApplied Flange Force

Local Web CapacityWeb Buckling Capacity

Fz Ed =

Yield strength of flange, for tf < 40mm fyf =

Yield strength of web, for tw < 40mm fyw =

ℓeff = 3.25[Irf/tw]1/3 =

σf.ED = Fz Ed/ℓefftw = Ss =

Sy = 2n = 2tf(bf/tw)0.5(fyf/fyw)0.5[1 - (σED/fyf)2]0.5 = γM1 =

Ry,Rd = ((Ss + Sy)twfyw)/γM1 = Fsd Ry,Rd No load bearing stiffener is required

to prevent web crushing

Ss =

Local capacity of web, Ra,Rd = 0.5tw2(Efyw)0.5[(tf/tw)0.5 + 3(tw/tf)(Ss/d)]/γM1, Ra,Rd =

Fsd Ra,Rd No load bearing stiffener is required to prevent web crippling

For buckling about Z-Z axis,

Beff = bfr + hr + tf = Lcr = 0.7d =

iweb = tw/√12 = A

eff = t

wB

eff =

λ1 = 93.9ε = λ = (L

cr/i

web) x (1/λ

1) =

tf

φ = 0.5[1 + α(λ - 0.2) + λ2] = χ = 1/[φ + √(φ2 - λ2)] =

Clause 6.3.1.1 (3)

Nb,Rd

= χAeff

fy/γ

M1 =

Fsd Nb,Rd No load carrying stiffener is required to prevent web buckling

Section is satisfactory for axial, bending, shear, local capacity and overall buckling checks.

n Ss

n tf

r

Beff

tf

h

Fsd



Rev 0, Sept, 2011

XXXXXXXXXXXXXXXXXXXXXXXXXXXXX

Design of Marine Spreader Bar For Offloading Hose Replacement







cu = 35N/mm2




yk = 410N/mm2





Date: 17/08/2011



Rev 0, Sept, 2011







cu = 35N/mm2




yk = 410N/mm2





Date: 17/08/2011



Rev 0, Sept, 2011

Rev.

Chd. SAI

CALCULATIONS OUTPUT

CRANE RAIL DESIGN

KNmKNKN

kgmmmm

mm

Msd

= 112.5KNmVsd = 30.0 KNFz Ed= 60.0 KN

= (1000 x Pa3/3EL )(1 + 3b/2a)

Ireq

= 223,214,286mm4

Wpl,y req = 441,177mm3

Iprov

= 251,710,000mm4

mm3 Wpl,y prov

= 1,869,000mm3mm3

mm3

mm3

mm4

mm6

mm2



Rev 0, Sept, 2011

Rev.

Chd. SAI

CALCULATIONS OUTPUT

Section is okNo check for shear buckling is required

mm

mm

mm

KNm

Use buckling curve (b)

KNm

Shear Capacity Ok

Moment Capacity Ok

Section is ok, Class 1

Applied Moment, Msd = 112.5KNm

Mb,Rd

= 299.50Nm

Section is ok for lateral torsional buckling

Section is Ok for lateral torsional

buckling

Msd = 112.5 KNmVsd = 30.0KN

Vpl,Rd = 518.96KN

Mpl,Rd = 489.50KNm



Rev 0, Sept, 2011

Rev.

Chd. SAI

CALCULATIONS OUTPUT

KN

mm

mm

mm

KN

mm

KN

mmmm

Use buckling curve (c)

KN

SECTION SUMMARYSECTION HE 300 B

Design Shear Force 30.00 KNShear Capacity 518.96 KNDesign Moment 112.50 KNm

Moment Capacity 489.50 KNmApplied Flange Force 60.00 KN

Local Web Capacity 2894.50 KNWeb Buckling Capacity 666.25 KN

Fz Ed = 60.0 KNm

N/mm2

N/mm2

N/mm2

Ry, Rd = 2894.50KN

No load bearing stiffener is required to prevent web crushing

Web bearing capacity Ok

Ra, Rd = 14,228KN

No load bearing stiffener is required to prevent web crippling

Web crippling capacity Ok

mm2

N/mm2

Nb, Rd

= 666.25KN

No load carrying stiffener is required to prevent web buckling

Web buckling capacity Ok

Section is satisfactory for axial, bending, shear, local capacity and overall buckling checks.

crane ub

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