GB/T 22437.4-2009 Boom Crane Load Combination Standard

GB/T 22437.4-2009 "Cranes — Loads and Load Combinations — Part 4: Jib Cranes" is the governing load standard for the structural design of jib cranes, including portal cranes, mast cranes, floating cranes, and similar types. The standard defines the specific load types and combination rules that account for the long boom, wide slewing range, and variable working environments characteristic of jib cranes. It is identical to ISO 8686-4:1999 (IDT).

GB/T 22437.4-2009 is Part 4 of the crane load and load combination series, establishing load classification and combination calculation rules tailored to the load characteristics and operating conditions of jib cranes. Unlike overhead and gantry cranes, jib cranes operate with luffing motion and are significantly affected by the dead weight of the boom. This article provides a systematic interpretation of the standard's core content.

GB/T 22437.4-2009 load combinations for jib cranes


Standard Scope and Jib Crane Characteristics

GB/T 22437.4-2009 applies to jib-type cranes, primarily including portal cranes, mast cranes, floating cranes, deck cranes, cantilever cranes, and railway cranes. The structural characteristic of jib cranes is that the boom serves as the primary load-bearing member, rotating about the slewing center, with loads transmitted through the boom to the slewing bearing and the base. Unlike overhead and gantry cranes, load analysis for jib cranes must account for: the variation of load distribution at different working radii and slewing angles, the additional loads imposed on floating cranes by vessel motion (pitch, roll, and heave), and the effect of the boom's stowed position on wind loads during non-working conditions.

Load Classification for Jib Cranes

The standard classifies loads into main loads, additional loads, and special loads:

Main loads (P) — including dead weight (all fixed components such as the boom, hoisting mechanism, slewing mechanism, counterweight, and operator cab), lifting load (rated lifting capacity plus the lifting spreader and suspended wire rope), slewing inertia load (horizontal inertia forces generated by masses during slewing start and braking), and luffing inertia load (forces from changes in the horizontal component of mass during boom luffing). For portal cranes, the dead weight of the portal frame system accounts for a significant share of the total dead weight (approximately 30%–40%).

Additional loads (A) — including wind load (working condition calculated for wind force 7; storm condition based on the maximum wind speed with a 50-year return period), temperature load (significant when temperature differentials exist in the steel structure, particularly for portal cranes exposed to sun and shade in open stockyards), and seawater load (additional wave impact, hydrostatic pressure, and weight gain from marine growth for floating cranes).

Special loads (S) — including test loads (1.25 times static load, 1.1 times dynamic load), collision loads, erection and dismantling loads, and for floating cranes, vessel inclination loads (static inclination moment at roll ≤5° and pitch ≤2°) and hull motion acceleration loads (heave acceleration up to 0.2–0.5g).

Portal Frame Dead Weight Share
30%–40% of
total dead weight
Floating Crane Heave
Acceleration 0.2–0.5g
vessel motion
Wind Load Coefficient
Lattice boom
Cw=1.6–2.4
Temperature Effect
Outdoor differential
up to 15–25°C
Boom Slenderness Ratio
100–150
high flexibility
Slewing Range
360° full rotation
at various radii

Load Combinations and Operating Conditions

The standard defines three basic operating conditions: Condition A (normal operation without wind, safety factor n≥1.22), Condition B (operation with wind, safety factor n≥1.22), and Condition C (storm, non-working, safety factor n≥1.10). Unlike overhead and gantry cranes and mobile cranes, jib cranes under Condition B require separate calculation of the most unfavorable load combination for each boom position — minimum radius, intermediate radius, and maximum radius. This is because the bending moment generated by the boom's dead weight changes direction at different working radii, so the critical load position must be verified at each radius individually.

For portal cranes, the standard further requires verification under Conditions A and B with the boom positioned both directly facing the portal frame opening (the direction of lower portal frame stiffness) and perpendicular to the portal frame opening.

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Model Specific Load Criticaloperating conditions Safety factor
Portal crane portal frame Opening Direction Stiffness Difference Boom Directly Facing/Vertical Opening n≥1.22
Mast Crane guy rope Preload Allguy ropeoperating conditions n≥1.22
Floating Crane Vessel Motion+stability Heel5°Trim2° n≥1.10
Deck crane Hull Motion Plusspeed heave+Sway Coupling n≥1.22
Railway Crane Crane Rail Impact+clearance gauge Railwayclearance gauge Indoor Operation n≥1.22

Special Provisions for Floating Cranes

A: Load analysis for floating cranes is the most complex, and the standard specifically adds considerations for vessel motion-induced loads. During operation, the hull of a floating crane experiences roll, pitch, and heave motions due to wave action. Roll periods range from approximately 6 to 12 seconds, with amplitudes reaching 5° to 10°; pitch periods range from 4 to 8 seconds, with amplitudes of 2° to 5°; heave periods align with wave periods (approximately 5 to 10 seconds), with amplitudes of 0.5 to 2 meters. These motions generate additional inertia loads on the crane, requiring the dynamic load factor for the lifting load to be multiplied by an amplification factor of 1.2 to 1.5. The anti-overturning stability of floating cranes is verified in accordance with marine stability specifications, accounting for the combined effects of wind, waves, and the suspended load. Operations shall be stopped and the boom secured when wave heights exceed the design limit, typically 1.5 to 2.5 meters. Kelude Heavy Industry rigorously applies this standard to load combination analysis for its portal base and floating cranes supplied to shipyards and ports, ensuring structural safety under all operating conditions.


Jib Crane Load Combination Comparison Table

The comparison table below outlines the core parameter configurations for jib crane load combinations, serving as a reference for selection and operational personnel.

← Scroll left / right to view full table →
Load combinationload group FormCoefficient Valueapplicable working conditions
Combination ADead Weight+rated load+wind loadφ=1.35Normal Operation
Combination BDead Weight+test loadφ=1.25Type Test
Combination CDead Weight+Stormwind loadφ=1.15non-working condition
Combination DDead Weight+installation Loadφ=1.50Assembly/Disassembly Process

Frequently Asked Questions

Q: How does wind load calculation for jib cranes differ from that for overhead cranes?
A: The main difference lies in four aspects: 1) The boom of a jib crane is typically of lattice construction, which has a higher wind force coefficient than a box-type structure (lattice: Cw=1.6~2.4; box-type: Cw=1.2~1.6); 2) The windward area of a jib crane varies with the working radius — the windward area is larger at a small working radius and smaller at a large working radius; 3) Jib cranes are mostly used in open-air environments, where storm wind speeds for a 50-year return period are often taken as 30~40 m/s or even higher; 4) For floating cranes, the wind load on the superstructure above the waterline of the vessel must also be considered.
Q: How does the portal frame opening direction affect load behavior on a portal crane?
A: The portal frame consists of two portal legs and an upper cross beam. The structural stiffness in the opening direction (the access path between the two legs) is lower than that in the direction perpendicular to the opening. When the boom slews to align with the portal frame opening, the frame deformation under horizontal loads is 1.5 to 3 times greater than when the boom is perpendicular to the opening. Therefore, in load combinations, the strength and stiffness of the portal frame system must be verified in both orientations—boom aligned with the opening and boom perpendicular to it. The allowable horizontal deformation (top lateral displacement) in the opening direction is generally limited to no more than 1/2000 of the portal frame height.
Q: How is the heave coefficient determined in floating crane load calculations?
A: The heave coefficient (also referred to as the vessel motion coefficient) depends on the wave height, wave period, and hull dimensions at the operating site. The Standard recommends the following approach: when the actual significant wave height Hs ≤ 1.0 m, the heave coefficient is taken as 1.0 (wave effects are negligible); when 1.0 m < Hs ≤ 2.0 m, it is taken as 1.1–1.2; when 2.0 m < Hs ≤ 2.5 m, it is taken as 1.3–1.5. Lifting operations are typically suspended when the wave height exceeds 2.5 m. For greater accuracy, the heave coefficient should be determined through model tests or three-dimensional potential flow theory. In engineering practice, recommended values from DNV or CCS classification society rules may also be adopted.
Q: How is the guy rope preload incorporated into the load combination for mast cranes?
A: The guy ropes on a mast crane (typically 4–8 ropes) require a preload to maintain mast stability. This preload is treated as a permanent load and included in the primary load P. When combining loads, the following factors must be considered: 1) the resultant of all guy rope preloads creates vertical and horizontal forces on the mast base; 2) under wind load and suspended load, some guy ropes may slacken while others experience increased tension; 3) the elastic elongation of guy ropes affects mast deflection. Standard requirements mandate a P-Δ (geometric nonlinearity) analysis of the mast under operating conditions A, B, and C, as the second-order effect significantly influences the load combination results.

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