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Arun Bhimani, S.E.PresidentLiftech Consultants Inc.

Crane Loads & Wharf Structure Design:Putting the Two TogetherAAPA Facilities Engineering SeminarJanuary 2006 – Jacksonville, Florida

Erik Soderberg, S.E.PrincipalLiftech Consultants Inc.www.liftech.net

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Crane Size Growth:1st Container Crane & Jumbo Crane

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Crane Service Wheel LoadsWaterside Operating Wheel Loads

Year Manufactured

Whe

el L

oad

(t)

0102030405060708090

100

1960 1970 1980 1990 2000

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Crane LoadsCrane loads increasingConsequences of misapplication more severeCodes becoming more complexChance of engineering errors increasing

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Presentation OutlineThe Problem – Overview Wharf Designer’s PerspectiveCrane Designer’s PerspectivePutting the Two TogetherQ&A and Feedback

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The Problem – Overview

Crane Purchaser

WharfDesigner

CraneSupplier

PortConsultant

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Crane Purchaser DifficultiesPurchaser specified

“Allowable wheel load: 200 kips/wheel”

Suppliers submitSupplier A 180 k/wheelSupplier B 200 k/wheelSupplier C 220 k/wheel

Which suppliers are compliant?

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Crane Supplier DifficultyPurchaser specified

Allowable wheel load: 200 kips/wheel

In some cases, linear load (kips/ft)

Not definedOperating or out-of-service?

Service or factored?

Wind profile?

Increase for storm condition?

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Wharf Designer DifficultyClient provides limited crane load data

No loading pattern

No basis given – Service or factored?

Same loads given for landside and waterside

No details of wind or seismic criteria

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Wharf Designer PerspectiveCodes and Design Principle

Crane Girder Design

Design for Tie-down Loads

Crane Stop Design

Seismic Design Considerations

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Codes and Design Principle

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Crane FEM, DIN, BS, AISC …, Liftech

Wharf StructuresACI 318 Building Code and Commentary ASCE 7-05 Minimum Design Loads for Buildings and

Other StructuresAISC Steel Construction

Manual

Design Codes & Standards

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Required Strength ≤ Design Strength

Required Strength = ∑ Service Loads * Load Factors

Design Strength = Material Strength * Strength Reduction Factor Ф

Design Principle - Wharf Structure DesignLoad Resistance Factored Design (LRFD)

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0.900.90Ten

Concrete Ф Factors

0.70/.65

0.75/.70

Comp

0.750.85

ShearLoad FactorsACI 318

1.6*1.61.2from 2002

1.31.71.4to 2001WLD

* 1.3 if directionality factor is not included

Load Factors & Ф Factors

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Generally use service loads

Factor of safety typically 2.0

Design Principle – Soil CapacityAllowable Stress Design

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Crane Girder Design

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Required Crane Geometry DataSill BeamTie-downs

Stowage pin

Bumper

(n-1) S

C craneLn = number of wheels per cornerS = average wheel spacing

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Typical Wheel Loading Geometry

7 at 5’

9’ 7 at 5’

40’ 4’ 40’

Typical Wheel Spacing

Recommended Wheel Design Load Geometry

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Wharf LoadsD – Wharf structure self weightL – Wharf live load, includes containers and yard equipment (does not control)

Crane Loads (ASCE 7-05)D – Weight of crane excluding lifted loadL – Lifted load or rated capacity

Dead Loads and Live Loads

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ACI Load Factors – Crane Loading

Load FactorsACI 318

1.301.61.2from 20021.451.71.4to 2001

CompositeLDYear

Some designers treat crane dead load as live load and use the 1.6 factor. This results in 23% overdesign; 1.6 / 1.3 = 1.23.

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Example Combination Table: Service Wheel LoadsMode Operating Stowed

WOP1 WOP2 WOP3 WOP4 WS1 Dead Load DL 1.0 1.0 1.0 1.0 1.0 Trolley Load TL 1.0 1.0 1.0 1.0 1.0 Lift System LS 1.0 1.0 1.0 1.0 Lifted Load LL 1.0 1.0 1.0 Impact IMP 0.5 Gantry Lateral LATG 1.0 Op. Wind Load WLO 1.0 1.0 Stall Torque Load STL 1.0 Collision Load COLL 1.0 Storm Wind Load WLS 1.0 Earthquake Load EQ

50 x S 70 x S Allowable Wheel Loads (tons/wheel)

LS WS 65 x S 90 x S

S = Average spacing, in meters, between the wheels at each corner.Example: S = 1.5 m, Allowable LS Operating = 50 t/m * 1.5 m = 75 t/wheel

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Example Combination Table: Factored Wheel LoadsMode Operating Stowed

WOP1 WOP2 WOP3 WOP4 WS1 Dead Load DL 1.2 1.2 1.0 1.0 1.2 Trolley Load TL 1.2 1.2 1.0 1.0 1.2 Lift System LS 1.2 1.2 1.0 1.2 Lifted Load LL 1.6 1.6 1.0 Impact IMP 0.8 Gantry Lateral LATG 0.8 Stall Torque Load STL 1.0 Collision Load COLL 1.0 Storm Wind Load WLS 1.6 Earthquake Load EQ

60 x S 80 x S Allowable Wheel Loads (tons/wheel)

LS WS 75 x S 100 x S

S = Average spacing, in meters, between the wheels at each corner.Example: S = 1.5 m, Allowable WS Storm = 100 t/m * 1.5 m = 150 t/wheel

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Design for Tie-down Loads

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Multiple Tie-downs at a Corner

Uneven tie-down forces

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Causes of Uneven Distribution Some reasons why forces are not evenly distributed:

Crane deflection

Contruction tolerances

Wharf pins not centered

Links not perfectly straight due to friction

Undeflected Shape

Deflected Shape

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Tie-down LoadsManufacturers typically provide the service corner uplift force

Needed data:

Factored corner uplift force

Distribution between tie-downs

Direction of force (allow for slight angle)

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Crane Stop Design

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0

1 0

2 0

3 0

4 0

5 0

6 0

7 0

-1 4 9 1 4 1 9 2 4

Bumper Load Provided by Manufacturer

Rated Bumper ReactionBumpers sized for collision at maximum gantry speed

Does not address runaway crane

H

Displacement

HV slow

V gantry

V runaway crane

Displacementmetering pin

gas

oil

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H= maximum load that can develop, i.e. the load at which the crane tips.

D = crane weight

H = approximately 0.25 x D per stop

Recommended Crane Stop Design Load

H

D

DH

Tipping Force

Stability Stool

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The mass of typical jumbo A-frame cranes can be ignored

For certain wharves and cranes, a time-history analysis may be necessary

Large, short duration wheel loads can be ignored

Localized rail damage may occur

The crane may derail

Wharf Seismic Design – Crane Loading

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Crane Designer PerspectiveBasic LoadsStorm Wind LoadLoad Combinations and FactorsTie-down Loads

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Basic Loads

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Dead and Live Loads

DL: Crane structure weightTL: Trolley structure weightLS: Lift System Weight

LL: Rated container load

Dead Loads Live Loads

Crane

Rated Load

Lift System

Trolley

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Inertial LoadsIMP: Vertical impact due to hoist

acceleration

LATT: Lateral due to trolley acceleration

LATG: Lateral due to gantry acceleration

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Overload

COLL: Crane Collision

SNAG: Snagging headblock

STALL: Stalling hoist motors

Normally do not control

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Environmental Loads

WLO: Wind load operating (In-Service)

WLS* : Wind load storm (Out-of-Service)

EQ: Earthquake load

*Often a major source of discrepancies

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Wind Load, Storm

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WLS: Out-of-Service WindWind Force = ∑A x Cf x qz

A = Area of crane elementCf = Shape coefficient (including shielding)

qz = Dynamic pressure, function of:

Mean recurrence interval (MRI)

Gust duration

, where Vref is a location-specific, code-specified reference wind speed

Exposure (surface roughness)

2refV Need to

clearly specify

From wind tunnel testing

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Shape Coefficient, Cf

Empirical values: FEM, BSI, etc.

Wind tunnel tests are more accurate

Boundary layer

Angled wind effects

Shielding effects

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Angled Wind

0 45 90 135 180Rea

ctio

n

Wind Direction, Degrees

Wind Tunnel Test Liftech Equations

Fx Fz

FxFz

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WLS: Out-of-Service WindWind Force = ∑A x Cf x qz

A = Area of elementCf = Shape coefficient (including shielding)

qz = Dynamic pressure, function of:

Mean recurrence interval (MRI)

Gust duration

, where Vref is a location-specific, code-specified reference wind speed

Exposure (surface roughness)

2refV Need to

clearly specify

From wind tunnel testing

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Mean Recurrence Interval

Years in Operation

.39

.64

.87

.9950

.01

.02

.04

.101

.10

.18

.34

.6410

.64.22100 yrs

.87.4050 yrs

.98.6425 yrs

.99997.9310 yrs10025MRI

Probability of Speed Being Exceeded

Example:Chance of 50-yr wind being exceeded in 25 years: 40%

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WLS: Out-of-Service WindWind Force = ∑A x Cf x qz

A = Area of crane elementCf = Shape coefficient (including shielding)

qz = Dynamic pressure, function of:

Mean recurrence interval (MRI)

Gust duration

, where Vref is a location-specific, code-specified reference wind speed

Exposure (surface roughness)

2refV Need to

clearly specify

From wind tunnel testing

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Gust Duration

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Wind Speed vs. Gust DurationV t

/ Vho

ur

Gust Duration (seconds)Ratio of probable maximum speed averaged over “t” seconds to hourly mean speed. Reference, ASCE 7-05.

( )

( )46.1

52.104.11

min103

min103

sec3

min10min103

VV

VV

VV

VV

VVhourly

hourly

=

⎟⎠⎞

⎜⎝⎛=

⎟⎟⎠

⎞⎜⎜⎝

⎛⎟⎟⎠

⎞⎜⎜⎝

⎛=

Example: converting 10-min speed to 3-sec speed

1.04

1.52

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Code Gust Durations

50 yrs3 secHK 2004

50 yrs3 secASCE 7-02

50 yrs10 minFEM 1.004

50 yrs10 minEN 1991-1-4

MRI Gust DurationCode

Code definitions of basic wind speed

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Typical Pressure Profiles

Shape of profile depends on surrounding surface roughness

0

25

50

75

100

125

150

175

200

500 1000 1500 2000Wind pressure, Pa

Hei

ght,

m

Smooth gradient

Stepped profile

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Variation in WLS

10-20%

113%15.6%

Effect on F *

5-10%

46%7.5%

Effect on V

Open terrain to ocean exposure

Profile

3 sec to 10 min

Gust duration

25 to 50 yrsMRIVariationVariable

*See later slides for effect on calculated tie-down load!

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Recommendations for Specifying WLS

Return Period Use 50-yr MRIBasic wind speedGust duration Use local civil codeProfileOther factorsShape coefficients Wind tunnel tests

Do not mix and match between codes for pressure and load factors !

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Corner Reactions – Angled Wind

Do not use spreadsheet !

Use frame analysis program

Frame stiffness is significant to reactions

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Load Combinations

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Load Combinations

Load combinationsOperatingOverloadStorm wind (out-of-service)

Design approaches Generally Allowable Stress Design (ASD)

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Operating Condition Loads

DL: Crane weight*

LL: Rated container load

IMP & LAT: Inertial loads

WLO: Wind load, in service

*Excluding Rated Load

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Out-of-Service & Overload

DL: Crane weight*

WLS: Wind load storm (out-of-service)

Overload Conditions (in and out-of-service)

*Including trolley and lift system

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RecommendationsRequesting crane data

Ask for basic loadsCombine per ACI load factors

Requesting tendersProvide factored load tablesAsk to fill in tablesSpecify allowable factored loads

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Tie-down Loads

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Tie-Down Failures

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Crane Tie-downs

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Wind Load & Crane Reactions

FD

wind

Fstow pin

F tie-down

Fgantry

AB

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Error in Calculated Tie-down Force

MomentRightingMomentgOverturnin

BD

hFwind ==

2

γ

( ) ( )1

11

21

211

,

,

−−+

=

⎥⎦⎤

⎢⎣⎡ −

⎥⎦⎤

⎢⎣⎡ −+

=γ

γeBDhF

A

BDhFeA

FF

Wind

Wind

CalculatedTiedown

ActualTiedown

Ratio of moments:

Error in calculated tie-down force:if “e” = error in wind force,

DFwind

Fstow pin

Ftie-down

Fgantry

AB

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Error in Tie-down ForceTi

edow

n Fo

rce

Rat

io(A

ctua

l/Cal

cula

ted)

, Overturning Moment / Righting Momentγ

0

1

2

3

4

5

1 2 3

20% error in V

10% error in V

5% error in V

No error in V

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Example:

Error in calculated tie-down force = 74% !

Tied

own

Forc

e R

atio

(Act

ual/C

alcu

late

d)

, Overturning Moment / Righting Momentγ

0

1

2

3

4

5

1 2 3

20% error in V

10% error in V

5% error in V

No error in V

Error in wind speed = 10%; γ = 1.4Error in wind pressure = 21%

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Stability Load Factors

1.3*0.90.9

ACIFactorLoad

1.21.2Wind Load, 50-year MRI

1.01.0TL + LS1.01.0Dead Load

FEMBSI

* 1.6 with ASCE 7-02 “directionality factor”

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Uplift: Factored vs. Service

FactoredService

x 1.3 =

x 0.9 =

Load Factor

“Uplift”“No Uplift”+135-50 Calculated Uplift+585+450Wind Load

-450-500Dead Load

Load

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Recommended Tie-down Strength RequirementsDesign using Factored Load

Turnbuckle B.S. = 1.6* x factored load

Proof test to 100% of factored load

Structural componentsAllowable stress of 0.9 x Fyield

* 2.5 for off-the-shelf turnbuckles.

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Putting the Two Together

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Problem OverviewCrane supplier and wharf designer work with incomplete and inconsistent data

Crane supplier generally uses Service Load approach

Wharf designer generally uses Factored Load approach

Neither knows what basis the other uses

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Solution

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Missing

Link

Crane Purchaser

WharfDesigner

CraneSupplier

Port

Crane purchaser provide or facilitate detailed information

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Obtain From Wharf DesignerAssumed wheel arrangement

Service or factored

Load factors

Load combinations for operating, overload, and out-of-service conditions

Complete wind criteria

Allowable wheel loads, kips/ft** Crane supplier tends to provide kips/wheel

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Example Combination Table: Service Wheel LoadsMode Operating Stowed

WOP1 WOP2 WOP3 WOP4 WS1 Dead Load DL 1.0 1.0 1.0 1.0 1.0 Trolley Load TL 1.0 1.0 1.0 1.0 1.0 Lift System LS 1.0 1.0 1.0 1.0 Lifted Load LL 1.0 1.0 1.0 Impact IMP 0.5 Gantry Lateral LATG 1.0 Op. Wind Load WLO 1.0 1.0 Stall Torque Load STL 1.0 Collision Load COLL 1.0 Storm Wind Load WLS 1.0 Earthquake Load EQ

50 x S 70 x S Allowable Wheel Loads (tons/wheel)

LS WS 65 x S 90 x S

S = Average spacing, in meters, between the wheels at each corner.Example: S = 1.5 m, Allowable LS Operating = 50 t/m * 1.5 m = 75 t/wheel

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Example Combination Table: Factored Wheel LoadsMode Operating Stowed

WOP1 WOP2 WOP3 WOP4 WS1 Dead Load DL 1.2 1.2 1.0 1.0 1.2 Trolley Load TL 1.2 1.2 1.0 1.0 1.2 Lift System LS 1.2 1.2 1.0 1.2 Lifted Load LL 1.6 1.6 1.0 Impact IMP 0.8 Gantry Lateral LATG 0.8 Stall Torque Load STL 1.0 Collision Load COLL 1.0 Storm Wind Load WLS 1.6 Earthquake Load EQ

60 x S 80 x S Allowable Wheel Loads (tons/wheel)

LS WS 75 x S 100 x S

S = Average spacing, in meters, between the wheels at each corner.Example: S = 1.5 m, Allowable WS Storm = 100 t/m * 1.5 m = 150 t/wheel

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Ask Crane Supplier ForWheel arrangement

Wheel loads for individual loads

Combined wheel loads for operating, overload, and out-of-service conditions

Complete wind criteria used and basis for shape factors

Individual and corner factored loads for tie-downs including direction of loading

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Example Design Basic Load Table Wharf Designer needs from Crane

Supplier

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Recap

Obtain detailed crane and wharf design dataStick to one crane design codeStick to one wharf design codeUse consistent design basis

Facilitate communication

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Q & A

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Arun Bhimani, S.E.PresidentLiftech Consultants Inc.www.liftech.net

Thank you

Erik Soderberg, S.E.PrincipalLiftech Consultants Inc.

This presentation will be available for download on Liftech’s website:

www.liftech.net

Crane Loads & Wharf Structure Design:Putting the Two Together

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Quality Assurance Review:

Principal: Arun Bhimani

Editor: Erik Soderberg

Author: Arun Bhimani

Liftech Consultants Inc. file data:N:\Papers & Presentations\!Working\AAPA 2006 \Crane_Loads_and_Wharf_Design_AAPA..ppt

Copyright 2006 by Liftech Consultants Inc. All rights reserved.The information included in this presentation may not be altered, copied, or used without written authorization from Liftech Consultants Inc. Anyone making use of the information assumes all liability arising from such use.

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