The Combined Use of Terrestrial Laser Scanner and Handheld 3D Scanner for 3D Modeling of Piping Instrumentation at Oil and Gas Company

Three-dimensional (3D) models are indispensable in managing, operating, maintaining, and repairing piping instrumentation activities in oil and gas companies. 3D models are expected to provide more interactive and representative information according to actual objects. Several technologies that can be used to generate piping instrumentation 3D maps are Terrestrial Laser Scanner (TLS) and Handheld 3D Scanner (HS). This study aims to create a 3D model of piping instrumentation using a combination of TLS and HS and analyze the results of data validation used for modeling. The results showed that a 3D modeling of piping instrumentation could be generated accurately using a combination of TLS and HS technologies. Merging between the two data is carried out through a cloud-to-cloud registration process based on the geometry of the object by considering the selection of reference data, the similarity of the scale factor, the unit of measure, and the overlap of the two data. The registration error generated in combining these two methods is less than 0.003 m. The resulting model still has drawbacks, which is the absence of coding for the pipe caused by the unavailability of the Piping and Instrumentation Diagram (P&ID) during modeling. The geometric validation of the model size value using reference data and the field size has the largest absolute difference of 0.0034 m with an average absolute deviation of 0.0016 m

Assessment of Different Real Time Precise Point Positioning Correction Over the Sea Area

In a global scale, the accuracy of Real Time Precise Point Positioning (RT-PPP) method in Global Navigation Satellite System (GNSS) point positioning is within cm to dm level. Unlike other conventional method in GNSS point positioning which used differential data to minimize the error sources, RT-PPP used additional orbit correction, clock correction and other atmospheric correction to minimize the error since RT-PPP is an absolute point positioning method. Currently, there are several providers who give the orbit correction and clock correction in real-time. Not only in the land area, this service can be also used in sea area. Thus, this research aims to analyse the differences in point determination derived from RT-PPP method by using several service providers in sea area. The RT-PPP data acquisition used three different receivers with unique service correction, namely RTX correction from Trimble Net R9 receiver, ATLAS correction from Hemisphere receiver and Veripos correction from Hemisphere receiver. All these antennas were set up on the ship with a controlled distance and the point coordinates were estimated from Seribu Island to Ancol, Jakarta with a different time interval for each receiver due to the technical limitations. To assess the point positioning stability, the distance between each antenna derived from point positioning then evaluated by comparing to its controlled distance. The results indicate that a time lag is found in Trimble Net R9 compared with the others, and it should be corrected first before applying the further analysis. In general, after removing the outliers, the distance and the precision between each antenna between Veripos-ATLAS is 4.472 ± 0.040 m, RTX-ATLAS is 2.054 ± 0.077 m and RTX-Veripos is 3.947 ± 0.060 m. Therefore, RT-PPP method can be used as an alternative in precise point positioning in sea area

The Combined Use of Terrestrial Laser Scanner and Handheld 3D Scanner for 3D Modeling of Piping Instrumentation at Oil and Gas Company

Three-dimensional (3D) models are indispensable in managing, operating, maintaining, and repairing piping instrumentation activities in oil and gas companies. 3D models are expected to provide more interactive and representative information according to actual objects. Several technologies that can be used to generate piping instrumentation 3D maps are Terrestrial Laser Scanner (TLS) and Handheld 3D Scanner (HS). This study aims to create a 3D model of piping instrumentation using a combination of TLS and HS and analyze the results of data validation used for modeling. The results showed that a 3D modeling of piping instrumentation could be generated accurately using a combination of TLS and HS technologies. Merging between the two data is carried out through a cloud-to-cloud registration process based on the geometry of the object by considering the selection of reference data, the similarity of the scale factor, the unit of measure, and the overlap of the two data. The registration error generated in combining these two methods is less than 0.003 m. The resulting model still has drawbacks, which is the absence of coding for the pipe caused by the unavailability of the Piping and Instrumentation Diagram (P&ID) during modeling. The geometric validation of the model size value using reference data and the field size has the largest absolute difference of 0.0034 m with an average absolute deviation of 0.0016 m

Performance Assessment of GNSS Augmentation System Using Quasi-Zenith Satellite System for Real-time Precise Positioning Method in Indonesia

The Quasi-Zenith Satellite System (QZSS) is one of the GNSS technologies owned by the Japanese government, which orbits around East Asia, Asia Pacific, and Oceania. One of the advantages of the QZSS satellite is that it corrects the measurements using precise ephemeris, clock, and other augmenting corrections, and is primarily used for the Real-Time Precise Point Positioning (RTPPP) method. This study aimed to examine the QZSS system\u27s performance for RTPPP measurements in Indonesia. Magellan System Japan\u27s (MSJ) receiver was applied to collect the GNSS and the augmenting data to perform the RTPPP. RTPPP method was then made into the static and kinematic scheme. Various methods were also carried out on each method, such as static, Real-Time Kinematic (RTK), and other RTPPP providers. The result is that the precision level of the RTPPP method for the static scheme using the QZSS augmentation could give precision up to 5 cm in the open sky condition. Similar to other RTPPP correction providers, QZSS-RTPPP took approximately 20 minutes for the initiation process. The Accuracy of QZSS-RTPPP reached approximately 20 cm caused by the epoch reference for the actual coordinate was in epoch 2012.0, while the RT-PPP observations were occupied in 2019. The precision and accuracy level of QZSS-RTPPP tend to be more unstable in light and heavy obstructed conditions. In the measurements against 20 benchmarks at ITB Jatinangor, the accuracy value for the QZSS-RTPPP ranged from 5-40 cm. The RTPPP QZSS method\u27s average accuracy for the easting, northing, and height components, respectively, was 0.110 m, 0.056 m, and 0.120 m. Utilizing the QZSS RTPPP measurements at sea for the moving platform, the obtained horizontal component precision level was between 10 and 20 cm. On the other hand, the overall precision for QZSS RTPPP measurement over the land region for the moving platform was lower than one meter for horizontal components, while the vertical component was lower than two meters

Long-range Single Baseline RTK GNSS Positioning for Land Cadastral Survey Mapping

In Indonesia, Global Navigation Satellite System (GNSS) has become one of the important tool in survey mapping, especially for cadastral purposes like land registration by using Real Time Kinematic (RTK) GNSS positioning method. The conventional RTK GNSS positioning method ensure high accuracy GNSS position solution (within several centimeters) for baseline less than 20 kilometers. The problems of resolving high accuracy position for a greater distance (more than 50 kilometers) becomes greater challenge. In longer baseline, atmospheric delays is a critical factor that influenced the positioning accuracy. In order to reduce the error, a modified LAMBDA ambiguity resolution, atmospheric correction and modified kalman filter were used in this research. Thus, this research aims to investigate the accuracy of estimated position and area in respect with short baseline RTK and differential GNSS position solution by using NAVCOM SF-3040. The results indicate that the long-range single baseline RTK accuracy vary from several centimeters to decimeters due to unresolved biases

Variability and Performance of Short to Long-Range Single Baseline RTK GNSS Positioning in Indonesia

As the modernized Global Navigation Satellite System (GNSS) method, Real Time Kinematic (RTK) ensures high accuracy of position (within several centimeters). This method uses Ultra High Frequency (UHF) radio to transmit the correction data, however, due to gain and power issues, Networked Transport of RTCM via Internet Protocol (RTCM) is used to transmit the correction data for a longer baseline. This Research aims to investigate the performance of short to long-range single baseline RTK GNSS (Up to 80 KM) by applying modified LAMBDA method to resolve the ambiguity in carrier phase. The RTK solution then compared with the differential GNSS network solution. The results indicate that the differences are within RTK accuracy up to 80 km are several centimeter for horizontal solution and three times higher for vertical solution

Stability Analysis of GNSS Control Point Network for Material Displacement Monitoring on the Slopes using Stability Monument Evaluation and Adjustment Data Processing Scheme: Preliminary Result

The Global Navigation Satellite System (GNSS) has been used widely for hazards monitoring, such as landslide or material displacement on the slope due to its high accuracy and precision positioning. However, to assure its accuracy and precision, a further data quality and site assessment must be taken into account. In such a way, it is possible to determine whether the site monitoring is moved or not. Six location of GNSS observation points were established based on the geological structure and the terrain slopes. Satellite visibilities analysis, multipath analysis, and kinematic precise point positioning analysis were performed to assess the GNSS data quality and the monitoring stability. These procedures will determined the further processing scheme for each site monitoring. Some of areas experience the indication of cracks in road and building construction, which lead into an assumption of the displacement has been accumulated in a sub meter fraction. Thus, accounting all of those aspects, first adjustment data processing was implemented to achieve the preliminary results of the first observation

Variability and Performance of Short to Long-Range Single Baseline RTK GNSS Positioning in Indonesia

As the modernized Global Navigation Satellite System (GNSS) method, Real Time Kinematic (RTK) ensures high accuracy of position (within several centimeters). This method uses Ultra High Frequency (UHF) radio to transmit the correction data, however, due to gain and power issues, Networked Transport of RTCM via Internet Protocol (RTCM) is used to transmit the correction data for a longer baseline. This Research aims to investigate the performance of short to long-range single baseline RTK GNSS (Up to 80 KM) by applying modified LAMBDA method to resolve the ambiguity in carrier phase. The RTK solution then compared with the differential GNSS network solution. The results indicate that the differences are within RTK accuracy up to 80 km are several centimeter for horizontal solution and three times higher for vertical solution

Local geoid modeling in the central part of Java, Indonesia, using terrestrial-based gravity observations

The Global Navigation Satellite System (GNSS) positioning method has been significantly developed in geodetic surveying. However, the height obtained through GNSS observations is given in a geodetic height system that needs to be converted to orthometric height for engineering applications. Information on geoid height, which can be calculated using the global geopotential mode, is required to convert such GNSS observations into orthometric height. However, its accuracy is still insufficient for most engineering purposes. Therefore, a reliable geoid model is essential, especially in areas growing fast, e.g., the central part of Java, Indonesia. In this study, we modeled the local geoid model in the central part of Java, Indonesia, using terrestrial-based gravity observations. The Stokes' formula with the second Helmert's condensation method under the Remove-Compute-Restore approach was implemented to model the geoid. The comparison between our best-performing geoid model and GNSS/leveling observations showed that the standard deviation of the geoid height differences was estimated to be 4.4 cm. This geoid result outperformed the commonly adopted global model of EGM2008 with the estimated standard deviation of geoid height differences of 10.7 cm