Research on real-time altitude monitoring of portal crane based on GNSS-RTK
Global navigation satellite system (GNSS) and real-time kinematic (RTK) measurements can be used to help with crane monitoring in real time, calculating position, velocity of points, and baseline attitude information at the same time. Products can be customized based on monitoring functions required.
Portal cranes are mobile, and crane operation is most important. Crane accidents [1, 2] can cause huge economic losses and even casualties. Monitoring real-time portal crane operations is helpful to resolve increasingly prominent safety management issues. The prior programmable logic controller (PLC)-based control system for the portal crane provided only data for amplitude and load, not its attitude, speed, and other information. The system has large measurement error, scattered information, is difficult to integrate, and monitoring system accuracy is not high.
Research focused on testing and analysis of monitoring 3D altitude in real time using global navigation satellite system (GNSS) and real-time kinematic (RTK) measurements. Results follow looking at GNSS and RTK for altitude measurement, using a server for real-time monitoring, accurate control, and refined safety management of a portal crane.
Portal crane application
The portal crane widely serves as the main hoisting equipment for loading and unloading, because of its good performance, and it is increasing in use with the rapid development of world shipping. With increased use, collisions of portal cranes, buildings, and surroundings are more frequent. More careful monitoring of crane luffing (moving the hook in and out from the base at the same level), running position, and lifting height can effectively prevent accidents.
A large portal crane uses rotating amplitude monitoring technology, installed on an angle sensor or in the joint of the jib and at the base of its tower . The installation of angle deflection measurement method based on mechanical principles is complex and needs high precision, and is also significantly affected by mechanical wear and aging. Another way is to use the encoder that indirectly measures angle by measuring the speed and distance of the portal crane . Accumulated error exists in this method, and it relies on magnets to reset, at a cost.
The research calculates and transforms coordinates of the attitude data of baseline between each point on each jib of the portal crane in real time, and then calculates the position, posture deformation, rotating amplitude, the swing arm elevation, etc. The tested portal crane is at Guangzhou Wenchong Shipyard Co. Ltd. Data shows that the real-time monitoring scheme using GNSS-RTK technology for portal crane slewing luffing attitude is feasible. The hardware used includes GNSS receiver, GNSS antenna, and RTK multi-baseline attitude calculation server. When in use, the system is independent of the portal crane moving parts and prior control system. Advantages include easy installation, long service life, real-time and continuous attitude monitoring data, no accumulated error, no influence from the portal crane running speed and position, and high measuring accuracy.
Portal crane attitude real-time monitoring
Portal cranes are widely used, but not widely monitored.
At present a great majority of portal cranes only measure the luffing and load, and they still use the shift control. Sensors were installed in the portal crane to acquire and display the attitude and velocity data and improve safety and operational efficiency.
The portal cranes' density in shipyard dock is very high. Workers and drivers prevent accidents with visual cues, but the field of view is limited, and the environment can add risk. An automated collision avoidance system is needed.
Domestic shipyard production management is relatively extensive, mainly using Microsoft Excel, Project, and other common software for planning management. Task distribution and feedback are mainly finished through oral communication and filling in manual forms. Careful management of lifting tasks is required for lean management and control. The solution consists mainly of three parts:
1) The portal crane attitude measuring sensor.
2) Data acquisition display and control server for data acquisition, processing, display, storage, and transmission. Through information in the server, real-time portal crane operations data is available with scheduling and alarms.
3) The portal crane information management system for production planning, task allocation, and maintenance information, which is technically feasible, but this project focused on the first two parts, the attitude measuring sensor, algorithm design, and usability of the data acquisition display and control server as research keys.
Proposal with attitude
The proposal for real-time monitoring of portal crane attitude focuses on the multi-baseline deployment of multiple GNSS antennae and calculation of attitude data by the RTK multi-baseline attitude calculation server to get the crane's attitude.
The attitude measuring sensor consists of a GNSS antenna and GNSS receiver. The GNSS receiver has a dual band of 10 Hz and supports the satellite signal channel of GPS, GLONASS (Russian acronym for global navigation satellite system), and satellite-based augmentation system (SBAS). The GNSS receiver is integrated with the Wi-Fi module. The antenna and receiver are separated by less than 0.5 meters when installed. The data from the receiver is finally transmitted to the RTK multi-baseline attitude calculation server by the local area wireless network to get the attitude solution. The RTK multi-baseline attitude calculation server also handles functions of the display, control, and remote transmission of sensed data-that is, the data acquisition display and control server.
GNSS antenna deployment
As shown in Figure 2, the driving link handles the jib motion of the portal crane. The connecting shaft enables the link's dual rotation. With geometric correspondence, a GNSS antenna only is needed on the driving link. The GNSS antenna location should be where satellite signal intensity is unaffected by the rotating jib. Higher signal reception is better. The installation locations of GNSS antennae on the portal crane are shown with 1,2,3,4 in Figure 2.
Baseline combination, reference value measurement scheme
After checking portal crane drawings, we can diagram antenna distributions, as shown in Figure 2. In the figure, the line O represents the rotation axis of portal crane, and the lines AB, AC, CD, and BE separately represent the four-bar jib. The points A', B', D', and E', respectively, represent the projection on the canopy plane of the points A、B、D、and E. The antenna 1, 2 installed on the canopy is represented with point M, N. The antenna 3, 4 installed on the jib AB is represented with point P, B. In Figure 2, L is used to show the length of a certain line. For example, LMN represents the length of line MN.
In this study, the XYZ orthogonal coordinate system is used where the Z axis is perpendicular to the horizontal plane (parallel to the spindles of the portal crane), and the XY plane is parallel to the horizontal plane. Its coordinate origin and direction of the x, y axis are determined by the earth-fixed coordinate (ENU, East, North, Up coordinates) system or the orbit coordinate system. In Figure 2.2, (x,y,z) represents the coordinates of each point. For example, the coordinates of point P are P (x,y,z), its horizontal coordinate is P (x, y), and the three components of the coordinates are Px, Py, Pz separately.
After the zero setting of the portal crane's large cart parts and so on, the jib rotates back until it points seaside where its rotating amplitude is smallest. Then the following reference values will be calculated:
(1) Length, direction angle, and pitch angle of baseline LMN, LPB, and LBE in the mode of mobile base station.
(2) East, North, Up coordinates of antenna M, N, P, B in the mode of fixed base station.
(3) East, North, Up coordinates of the endpoints in both sides (seaside and landside) of the two tracks and zero point.
(4) Up coordinates of antenna M, N, P, B in each position of track when the large cart parts is running.
Among them, the baseline is a geometric vector from the base station to the rover station. The mode of mobile base station is the calculation mode that the base station is mobile, and the mode of fixed base station is the calculation mode that the base station is fixed.
We can further calculate the attitude solution needed from the above-mentioned reference values. The direction angle is exactly the direction of the jib of the portal crane. The working radius and lifting height of the portal crane can be calculated by the length of each jib arm and their pitch angle. The location in the orbit and each component of the running attitude can be calculated by coordinate change formulas. For the baselines from any couple of antennas in this system, the portal crane turning angle is the difference between the direction angle and initial value. In addition, the rotating amplitude LOE' can be easily calculated by the known geometrical relationship of the portal crane drawings and each baseline's length.
The application requires accurate calculation of each reference value, which is to say, the accurate real-time calculation of length of each baseline, direction angle, pitch angle, and East, North, and Up coordinates of the rover station.
Portal crane attitude monitoring
The operating principle of the RTK multi-baseline attitude calculation is resolved in an algorithm in the server. The major difference between the fixed base station and mobile base station calculation arithmetic here is that RTK-PPP (RTK-precise point positioning) needs to get longitude, latitude, and altitude of the rover stations for the initial value of the next step. Two kinds of calculation arithmetic are similar.
Baseline attitude computational algorithm
There is only a baseline vector in the application of the single baseline attitude measurement, which provides its two-dimensional attitude, namely direction angle, pitch angle, and baseline length, for the precise position of the rover station in 3D space. As an example, for the antennas M and N, antenna M is a reference station and antenna N is the rover station. We suppose (XM, YM, ZM) as the geocentric 3D coordinate of antenna M and (XN, YN, ZN) as that of antenna N.
We can get the observation equation according to the phase observation value received by antenna M:
The parameters in the equation are defined as the following:
N: Carrier phase ambiguity
Φ: Phase fraction
Λ: Wavelength of a carrier
L: Actual distance from antenna to satellite
Τ: Receiver clock error
Σ: The tropospheric and ionospheric delay correction of satellite signals
(Xs, Ys, Zs): Instantaneous earth-center coordinates of satellite.
Two paths of signal from the satellite to two antennas could be considered equal, because the GNSS antennas are all installed in the portal crane more than 20,000 kilometers away from a satellite. That is, the ionospheric and tropospheric delays of signal from the same satellite to two antennas are equal [7, 8]. After subtracting two observations that two antennas get at the same time, the ionospheric and tropospheric delays are eliminated, and orbit biases of the same satellite and satellite clock bias  can be eliminated to get the following single difference equation:
In the formula, the subscripted variables are numbers of antenna M and antenna N, and the superscript variable is the number of the satellite. Definitions for each variable are as follows:
: Difference of two carrier phase integer ambiguities of antenna M and antenna N observing the same satellite at the same time
: Difference of two phase fractions of antenna M and N observing the same satellite at the same time
: Difference of two actual distances from antenna M and N to the same satellite at the same time
c(TN-TM): Absolute clock error of two respective GNSS receivers of antenna M and antenna N. GNSS receiver clock is usually 10-6 .
The absolute clock error is almost impossible to estimate. By subtracting two single difference equations, namely the above equation (2) of antenna M and antenna N observing two satellites at the same time, we get the double difference observation equation:
In the formula, is the difference of two carrier phase integer ambiguities of antenna M and antenna N between two epochs;
is the difference of two phase fractions of antenna M and antenna N between two epochs;
is the difference of two actual distances from antenna M and N to the same satellite between two epochs.
Then the equation (3) is linearized. By assuming that the approximation of the baseline vector MN is
its correction is
, approximation of carrier phase integer ambiguity is , and its correction is δN_MN^jk, we can get the following error equation:
In the formula,
If there are n satellites, antenna M and N observed at time t, we could get n-1 error equations. At the same time, we need n-1 carrier phase integer ambiguities. So there are (n-1)+3 unknown numbers. By observing p epochs with antenna M and N, we can get p(n-1) error equations. Thus we get redundant observations that could be solved with least the squares principle . The error equation can be put into matrix form:
In this formula,
A is the coefficient matrix. By assuming that each double-differenced measurement value is equal and independent of each other, we can get the equation:
NX + D = 0 (6)
In the formula, N = ATA, D = ATW.
Hence we get the solution X = -N-1D = -)ATA)-1(ATW). And the length of the baseline and three components of the baseline vector are:
The confidence ratio is the main factor to searching for carrier phase integer ambiguity to guarantee the accuracy of the calculation result. The confidence ratio is the specific value of the posterior variance's second minimum value to its minimum value [12, 13]. The bigger the confidence ratio, the more reliable the results calculated by the system. The critical confidence rate is 3.0 in this study. When the confidence value is greater than 3.0, the results are available. Otherwise, the results need to be recalculated.
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