Container Crane DesignSTEER March 2007STEER March 2007

Erik Soderberg, S.E.Lift h C lt t ILiftech Consultants Inc.

www.liftech.net

Liftech Overview

Topics

Container Crane Overview

Design Criteria

Design ConsiderationsFatigue and ReliabilityFatigue and ReliabilityStorm Wind LoadsD i RDynamic Response

Terminal Cross Section

Crane Operation

A-Frame

Articulated Boom

Low Profile

Operating

Stowed

Crane Size

Dual Hoist Tandem 40Lifted Load up to 140 metric tonsLifted Load up to 140 metric tons

Triple 40p

Typical Boom Sections

Monogirder

Twin Girder

Crane Design CriteriaPerformance based design specification No “Building Code”Designed to 90% of yield for expected overloadsProof load = 125% of rated load

Fatigue and Reliability

Fatigue and Reliabilityg y

1. Calculate Fatigue and Design for Specified Reliability2. Consider Details in Series3. Use Fatigue Tolerant Details

Damage Tolerant DesignAllowable Cumulative DamageAllowable Cumulative DamageThe allowable damage in all specifications assumes a probability of failure of about 2.5%.BS 7608 assumes a probability 2.3%.This is based on:

Typical Design

ty

0.99860.97730.8423

Reliability

Rel

iabi

lit0.5000

Normal GaussianDistribution

0.0000Mean 2d1d 3d

d = 1 standard deviation

PWM

Structural Details

ABBy ApprovedL I F T E C H C O N S U L T AN T S I N C .

Members in Series

RELIABILITY OF SYSTEM SHALL BECALCULATED BY DETERMINING THERELIABILITY “D” OF EACH LINK INCLUDING ALLCONNECTION DETAILS, AND CALCULATING THE

Structural MemberTYPICAL FORESTAY EXAMPLES

CONNECTION DETAILS, AND CALCULATING THERELIABILITY OF THE SYSTEM USING:

DSYSTEM = DA x DB x DC … DN

FOR EXAMPLE, THE RELIABILITY OF LINK A ISD = D1 x D2 x D3 x D4 x D5 x D6 x D7 x D8

THE VALUES OF Di ARE FOUND FROM TABLEFOR EACH Ri.Structural Member

Reliability – Consider Details in Series

NOTICE WHEN R < 0.4, D = 1AND WHEN THE CALCULATED STRESS RANGEIS < 0.74 X ALLOWABLE STRESS RANGE, R < 0.4.

NOTES: HOLE CLASS F MAY BE USEDFOR AVERAGE STRESS OR DETAILMAY BE ANALYZED USING STRESSCONCETRATION FACTOR.

N:\Liftech\Library Resources\Cranes\Specif ications\!StdSpecDocuments\structdetl7-11.vsd

Date Sht. ofJob No./Name S11 S11

Fatigue Tolerant Details

AcceptableUnacceptableCirca 1965

PWM ABBy ApprovedL I F T E C H C O N S U L T A N T S I N C .

Liftech Structural DetailsLiftech Standard S

Not Acceptable Acceptable

Structural Details p Acceptableeta s

Avoid Edge Distance

Date Sht. ofJob No./Name

Not Acceptable Acceptable

S1 S11

PWM ABBy ApprovedL I F T E C H C O N S U L T A N T S I N C .

Hold welds back 10 mmP id li f h l

Structural Details

Provide relief holes

Not Acceptable Acceptablep p

Make plate centerlines coincident

Date Sht. ofJob No./Name

Not Acceptable Acceptable

S2 S11

PWM ABBy ApprovedL I F T E C H C O N S U L T A N T S I N C .

Structural Details

Provide relief holes to reduce stress

PLATE b SLOTTED PLATE b SLOTTEDreduce stress concentration and discontinuities at ends of let in platesof let-in plates

Date Sht. ofJob No./Name

Not Acceptable Acceptable

S3 S11

PWM ABBy ApprovedL I F T E C H C O N S U L T A N T S I N C . PWM ABBy ApprovedL I F T E C H C O N S U L T AN T S I N C .

Structural Details

Continued from Sht. S8.

Avoidance of Wrap Around WeldAcceptable

Structural DetailsSee Sht. S9 for Isometric View

Avoidance of Wraparound WeldAcceptable

PLAN

ELEVATION

Date Sht. ofJob No./Name

ISOMETRIC VIEW

S9 S11

N:\Liftech\Library Resources\Cranes\Specif ications\!StdSpecDocuments\structdetl7-11.vsd

Date Sht. ofJob No./Name S8 S11

Connection Strength > Member Strength> Member Strength

Kobe Earthquake

Through Thickness Joint RequirementsRequirements

Material Requirement Weld Requirement

For plates and sections subjected to th h thi k O C S O G

FOR COMPONENTSCARRYING CALCULATEDAXIAL STRESS

through thickness stresses, the material shall comply with ISO 7778 Steel

FOR FCMS: THE THROUGHTHICKNESS, YIELD, DUCTILITY, ANDCVN PROPERTIES SHALL COMPLYWITH THE REQUIREMENTS FOR INPLANE TENSION PLATES.

UT 100%

FILLETSIZE t/4BUT ATwith ISO 7778, Steel

Plate with specified through thickness characteristics

BUT ATLEASTAWS MIN.t

characteristics.U.T. TO CHECK FOR LAMELLARTEARS BEFORE WELDING AND36 HOURS AFTER WELDING.

Wind Loads

Hurricane Katrina. Source: www.nhc.noaa.gov

Wind Tunnel TestingDesign force coefficientsDesign force coefficientsDynamic response factor

Wind Tunnel TestsTypical results Wind Tunnel

Test

Force

Test

Liftech E tiEquations

0 45 90 135 180

Angle of Attack

Crane Securing ComponentsFree Body Diagram – Wind LoadingFree Body Diagram – Wind Loading

Ti DSt Pi Tie-DownStowage Pin

Tie-downs

Stowage Pin System

Hurricane Wind Failures

Wharf HardwareWharf connection may fail due to improper design …

and/or… and/or fabrication

Typical Failure Modes: Fabrication Wharf tiedown anchorage: Anchor rods pulled out of wharfWharf tiedown anchorage: Anchor rods pulled out of wharf

Dynamic Response

Design for Tipping

Design for Ductile Yielding

Design For IsolationIsolation Between Lower Leg and Portal

BeamBeam

Liftech

Isolation DetailIsolation Between Lower Leg and Portal Beam

Hotel in China

Summary

Container Crane Design ConsiderationsConsiderationsSTEER March 2007

This presentation is available for downloadwww liftech netwww.liftech.net

Erik Soderberg, S.E.Liftech Consultants Inc.

Dynamic ResponseT = 3.89 sec

Low Profile Study: Significant Modes for EQ Motion T = 1.39 sec

Y

X

Y

Z

Motion in Gantry Travel Direction Motion in Trolley Travel Direction

X

Y

Z

Motion in Gantry Travel Direction Motion in Trolley Travel Direction

EQ Loads - Crane Seismic Response

1 5

2 0

One leg lifts

men

t

With Tiedowns5

1 0

Mov

em

-5

0

0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0

-1 5

-1 0

Time Without Tiedowns-2 0

Response to Gantry AccelerationAcceleration

Primary ModeyShape

UndeflectedU de ec edShape

Poorly-Tuned Gantry Drive ResponseResponse

Time 1T 2T 2.5T1.5T

Upper WorksSill Displacement

Time 1T 2T 2.5T1.5TGantry

Acceleration

eler

atio

n

Time 1T 2T 2.5T1.5TAcce

eed Upper Works

Time

Spe

1T 2T 2 5T1 5T

Sill

Time 1T 2T 2.5T1.5T

Greatest Response—Acceleration Ends at a Half Period, (n +0.5)T

Well-Tuned Gantry Drive ResponseUpper WorksSill

1T 2T

Displacement

Time 1T 2TGantry Acceleration

men

t

Time

1T 2TDisp

lacem

Time

Upper Works

peed

Sill

1T 2TTime

Sp

Smallest Response—Acceleration Time is a Multiple of Crane Period, nT

Field Measurement of One CraneBoom Tip Acceleration in Gantry Travel Direction

0.04

0.05

6 s Acceleration8 A l ti

0 01

0.02

0.03

n (g

)

8 s Acceleration

-0.01

0.00

0.01

ccel

erat

ion

-0.04

-0.03

-0.02Ac

-0.050 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88

Test Time (seconds)

Measured Crane Response for Acceleration Times of 1.5 and 2 Times the Boom Period