|FHWA > Engineering > Pavements > WIM Data Analysts Manual > Section 5. Steps for Monitoring System Calibration from Office|
WIM Data Analysts Manual
Section 5. Steps for Monitoring System Calibration from Office
SECTION 3 and SECTION 4 focus on data QC procedures that are intended to ensure that a WIM system is operating to the best of its capabilities. Although such procedures are intended to identify significant size and weight accuracy problems due to improper system settings, malfunctioning components, or traffic operational anomalies, they are not designed to monitor the "fine tuning" of a system's calibration.
The objectives of the calibration monitoring procedures discussed in this section include:
The method of this monitoring is to use large traffic stream samples (at least seven consecutive days of validated data) of a selected truck type or types (typically the Class 9's Type 3S2) to generate reports displaying statistical data on:
For sites that have a significant number of the Class 11's Type 2S12 or the Class 12's Type 3S12 statistical data can be generated for checking overall vehicle length calibration.
For calibration monitoring analyses to be effective using these recommended procedures, it is imperative that the data used for the samples have passed all data QC checks. Also, data for days when the truck volumes and/or operating characteristics may not be typical, such as a major holiday, should not be used in the sample. If a particular month contains days with invalid data and/or days with atypical truck traffic such that a consecutive seven-day sample cannot be obtained, simply substitute the same day(s) of the week from the closest week in the same month to make up a composite week's sample. It is important that the traffic stream sample, regardless of the vehicle class(es) or type(s) selected for analysis, include only "real" trucks. Smaller power units such as pickups, Class 5s pulling trailers (see Figure 59), recreational vehicles pulling trailers or autos can skew the statistics.
For sites with low volumes of Class 9 vehicles, the sample should be for 14 consecutive days. It is up to the data analyst to determine what size sample is actually needed to perform a meaningful calibration monitoring analysis, but it is noted that the contractor performing the Phase II calibration monitoring for the LTPP Specific Pavement Study (SPS) Traffic Pooled Fund Study obtained 14 day samples for any site for which a seven-day sample would typically contain less than 1500 Class 9 Type 3S2 vehicles.
It is also important to note that these calibration monitoring procedures are intended to supplement, not replace, onsite calibrations using test trucks. Based upon analyses of the traffic stream statistics that indicate one or more sensors are not maintaining calibration (referred to as "calibration drift") or otherwise not reporting accurate weights, the analyst may deem it necessary to do one of the following:
In discussing and making recommendations on calibration monitoring procedures, examples of reports generated by a custom software program as well as tables and graphs from an off-the-shelf spreadsheet program will be displayed. Although the discussions may state something to the effect that "this report should be generated...", the intent is that information and statistics similar to what is included in the displayed example should be generated for review by the analyst. It is not intended that the programs used for example purposes be considered as the only recommended tools to generate necessary statistics.
The reports and graphs used for the following examples were generated by the "WIMSys" application of "CTWIM Suite" which is available from Caltrans at http://www.dot.ca.gov/hq/traffops/trucks/datawim/install.htm. A Power Point presentation on the CTWIM's WIMSys application can be downloaded on the same website (http://www.dot.ca.gov/hq/traffops/trucks/datawim/install.htm).
Figure 60 displays a report for a seven-day sample of Class 9 vehicles for a site with weigh sensors installed in the system's lane numbers 1 and 2 (northbound), and 5 and 6 (southbound). GVW distributions are displayed in 5.0 k ranges for each lane. The dashed line following the "30.0 TO 34.9" row is the typical break point for empty Class 9 trucks and the dashed line following the "75.0 TO 79.9" row is the GVW legal limit. This particular site experiences a moderate volume of both empty and loaded Class 9 trucks. This report, generated for a seven-day sample immediately following a system's being calibrated or validated using test trucks, provides an excellent reference for distribution comparisons with subsequent analyses.
Figure 61 displays the same gross weight distributions but in graphical format. It is apparent that Lane #6 weights are a bit lighter than those for Lane #1. However, it must be noted that many WIM sites with bidirectional lanes do not experience the same GVW distribution patterns for each direction. For this sample, Lane #1 has more loaded than unloaded Class 9s whereas Lane #6 has more unloaded than loaded Class 9s. It is not uncommon for these patterns to change by day of week (hence the need for a sample from seven continuous days) or by season of the year (hence the need for tracking over time, as will be discussed later). Regardless of the Class 9 Type 3S2 empty versus loaded distribution mix, it is typical for the empty distributions to peak at "30 TO <35" k (as they do in this example) when using the five k ranges. The loaded distributions peak will vary a bit depending upon a particular site's truck operating characteristics, but the peak will typically occur at "70 TO <75" or "75 TO <80" k. For this example, the Lane #6 loaded peak being at the "65 TO 70" distribution is a bit suspicious, but its empty peak appears to be reasonable.
Figure 62 displays the same report as that displayed in Figure 60, but this report is for a seven-day sample from a site on a long haul route in the middle of the desert. As would be expected, this site has a very low percentage of empty Class 9s.
Figure 63 displays the same gross weight distributions but in graphical format.
When reviewing GVW distributions, the analyst is trying to identify the following:
For sites that do have seasonal variations in truck operational characteristics, it may take a couple years to verify that the changes in GVW distributions are due to these variations and not calibration drift. It is always a good idea to perform an onsite validation using test trucks the first time a site's GVW distributions change.
The next step is to check the weight outputs of each individual sensor and to monitor the effects of speed on the Axle 1 weight and GVW outputs for each lane.
A key element in the monitoring of a system's calibration and weigh sensor performance is the assumption that for a large traffic stream sample of Class 9 vehicles the average right and left steer axle weights should be approximately equal. A 2004 study (Nichols and Bullock 2004) determined this to be a logical assumption based upon a review of vehicle geometry with several truck manufacturers and an accounting for the effect of roadway cross slope. Regardless of any argument that this assumption is not "ground truth", the monitoring of the balance between the average right and left steer axle weights is an excellent tool for identifying any drift in a sensor's calibration or any subtle problem in a sensor's performance. It is recognized that some Type I WIM systems have double threshold weighing whereby each right and left wheel track has two weigh sensors instead of one. However, such a system reports, as data elements, a single right wheel weight and a single left wheel weight for each axle for each individual vehicle record. In discussions related to right and left weigh sensors, such sensors will be treated as single sensors even though in some cases a system may actually have two right sensors and two left sensors.
Onsite calibrations are typically based upon the test vehicles' static axle weights (as opposed to individual right and left static wheel weights) as reference values for determining WIM error. Therefore, it is recommended that prior to running test trucks, a sampling of the traffic stream's Class 9 data be obtained and the right and left sensor calibration factors be adjusted such that the traffic stream's average right and left steer axle WIM weights will be approximately equal. For example, if a pre-calibration Class 9 traffic stream sampling for Lane #1 showed an Axle 1 Right Wheel average of 5.2 k and an Axle 1 Left Wheel average of 5.6k, the calibration factors for the system's Lane #1 would be adjusted as per the calculations displayed in Figure 64. These right and left sensor factors would then be equally increased or decreased based upon the WIM error as determined from test truck axle weight data. This procedure would apply to each lane being calibrated.
Another key element in system calibration and calibration monitoring is the recognition that vehicle speed is a very important aspect of a system's proper calibration. ASTM E 1318 states, under Section 22.214.171.124, "Every vehicle interacts with the road surface differently at different speeds, but about the same at the same speed." Typically, the loaded Class 9 vehicles travel at approximately the same speeds as the unloaded Class 9 vehicles for a WIM site with all of the conditions listed below:
Figure 65 displays a report for LANE #1 for the same seven-day Class 9 sample used for the report and graph displayed in Figure 62 and Figure 63.
When reviewing a report similar to the one displayed in Figure 65, the analyst should check the following (refer to the numbered blocks highlighted in Figure 65):
1. Consistency of the Axle 1's average right and left wheel weights, and maintenance of the balance between the two.
For this sample the right and left weights are only 0.1 k apart, which is acceptable. Although some WIM sites are exceptions and a site's variance in seasonal truck operational characteristics may come into play, the Class 9 average steer axle wheel weight should remain relatively consistent. A concurrent change in both weights suggests either calibration drift or a change in truck operational characteristics. Once the right and left average weights are brought into balance (no more than 0.2 k difference), they should remain balanced. Any shift in this balance suggests that a sensor may be intermittently malfunctioning.
1. Consistency of the standard deviation for Axle 1's average right and left wheel weights.
For this sample both average weights have a standard deviation of 0.4 k, which is acceptable. Given good site and traffic conditions, these standard deviations should typically not exceed 0.5 k. If either of these standard deviations starts to increase, it is an indication that the sensor may be malfunctioning on an intermittent or subtle basis.
2. For sites with ideal geometry and traffic conditions, consistency of the average Steer Axle and Gross Vehicle Weights throughout the speed ranges for which a significant number of the Class 9 vehicles are travelling.
For this sample the average GVW for the "45.0 TO 49.9" speed distribution is approximately four percent higher than for the higher speed distributions. Given that the sample comes from a rural interstate roadway with high-speed traffic, it could very well be that the calibration or validation test trucks were not run at speeds this low in deriving data for verifying or determining calibration factors. Regardless of site and traffic conditions, the Figure 65 report should be generated for a traffic stream sample immediately following an onsite calibration or validation using test trucks. For a system to be properly calibrated, the system's calibration factors should be based upon data from test trucks that were run throughout the entire operating range of a significant majority (at least 80 percent) of the truck traffic stream.
It is recognized that at many WIM sites a majority of the truck traffic stream travels at speeds well above the posted speed limit. It is not in any way recommended that an agency run test trucks exceeding posted speed limits in the absence of jurisdictional approval. However, it would certainly be beneficial if an agency could obtain proper approval for running test trucks at speeds consistent with the truck traffic stream flow.
3. Reasonableness and consistency of the percentage of overweight vehicles in the sample.
Even though there are no weigh stations in the immediate vicinity of this WIM site, it is very doubtful if 25.5 percent of the Class 9 vehicles would actually be cited for being overweight if statically weighed. Most vehicles passing through this site are "long haul" and will at some point have to go through a weigh station. There are at least a couple reasons why a WIM system, even if well calibrated, might flag a relatively high percentage of its trucks as being in violation of weight limits (assuming the system is programmed to use the actual weight violation parameters in-lieu of allowing some tolerance):
4. Reasonableness and consistency of the Tractor Tandem Axles average spacing and its standard deviation.
For most locations in the U.S., the Type 3S2 vehicle's average spacing should be 4.3 feet. This would also apply if the sample included the Class 9 Type 32 (although the power unit is not technically a "tractor"). This average (or a tight standard deviation) would not apply if the sample includes Class 9 Type 2S3 vehicles. For locations that have Canadian truck traffic or specialty truck types, consideration would need to be given to observed axle spacing configurations and the percentage of such atypical vehicles.
Figure 66 displays the same report as that in Figure 65 but for a seven-day Class 9 sample from LANE #4 of a site that has a long two percent uphill grade approach in that lane's direction. As is obvious from the vehicle gross average weights column, such weights drop drastically for the speed ranges above 50 mi/h. This is due to the fact that the heavier the vehicle the less ability the vehicle has to maintain a cruising speed. For the fully loaded vehicles, with exception of those with the most powerful engines, their speed has dropped considerably by the time they reach the WIM site.
Installing WIM systems on roadways with grades greater than 0.5 percent should be avoided for several reasons listed below.
Figure 67 displays a report for a seven-day sample for the same site, time frame, and lane as the Figure 66 report, but this report is for Class 11 vehicles. The only difference in the two report formats is that instead of providing statistics on Class 9 axle spacings, statistics are provided for the Class 11 overall vehicle length and wheelbase (Axles 1 through 5). For Class 11 Type 2S12s, the overall vehicle length typically exceeds the wheelbase by approximately six feet, so, in comparing the sample's average vehicle length and average wheelbase, the difference should be approximately six feet. This report was designed for use by California, which calibrates its systems for overall vehicle lengths and has a significant number of Class 11 vehicles at many of its WIM sites. It is recognized that many states' WIM sites have very few Class 11 vehicles and as such would have no need to generate reports for Class 11 samples.
SECTION 4 discussed the use of Excel by the LTPP contractor for performing extensive WIM data analyses. This Excel workbook was expanded to generate some of the statistical information contained in the CTWIM WIMSys reports for use in calibration monitoring. In that an agency's WIM data analyst may find it easier and/or more practical to use a spreadsheet or database program for performing calibration monitoring than using the CTWIM WIMSys application, portions of the Excel workbook used for the LTPP study are described in the following examples. For any data analyst desiring to create spreadsheets with the calibration monitoring features displayed in Figure 68 through Figure 72, Excel ASCII Import workbooks and documentation are provided online at www.QualityWIM.com.
For most of the LTPP study sites a seven-day sample is used. For a few sites with low truck volumes a 14-day sample is used. As previously noted, for the calibration monitoring to be meaningful only data that has passed QC checks for days which have typical truck traffic should be included in the samples. The workbook that is used for the following examples is for one lane (the LTPP test section lane) and as such does not provide for user input of other lanes. The workbooks which are provided online at www.QualityWIM.com allow the user to enter a specific lane number, in addition to the vehicle class, when generating the tables and graphs.
Also, regardless of what type of traffic stream sampling is performed and what statistics are generated for calibration monitoring, it is imperative to perform a minimum seven-day sampling immediately following a system's onsite calibration or validation using test trucks, and to generate the set of statistics to be used as a reference set for comparison with subsequent sampling statistics.
Figure 68 displays the entire worksheet, which includes calibration monitoring tables and a graph, as well as other tables useful for the monitoring of weigh sensor performance. The Classes listed in these tables are based upon a scheme whereby vehicles with five or more axles are classified as listed below. Note that these classes are utilized solely for the purpose of performing analyses using this worksheet. They are not intended to conform to schemes used to classify vehicles in compliance with the Traffic Monitoring Guide requirements for general data submission. The analyst will need to perform post-processing of the downloaded WIM data to generate the following classes by specific vehicle configuration type.
The portions of this worksheet useful for calibration monitoring include those described below.
Figure 69 displays average weights and their standard deviations for each listed vehicle class's steer axle wheel weights, steer axle weight, and GVW. Analyses of these statistics have been discussed previously.
Figure 70 displays statistics for each listed class as discussed below.
Figure 71 displays the GVW distribution plot for the vehicle class entered into Cell B29 by the analyst. Also plotted are the average speed and the number of Invalid Measurement weights in conjunction with the GVW plot.
Figure 72 displays weights versus speeds in two different ways for the class of vehicle entered by the analyst into Cell B29 (see Figure 71). As discussed previously, for a site with suitable roadway geometry and traffic conditions, the empty and loaded trucks typically travel at approximately the same speeds. For "Speed Range" distributions that have a significant number of samples the "Avg GVW" should be reasonably consistent among those distributions, and for "GVW Range" distributions that have a significant number of samples the "Avg Speed" should be reasonably consistent among those distributions.
Up to this point this Section's examples and discussion have focused on generating and analyzing traffic stream truck traffic statistics for individual samples. It is recommended that this be performed routinely on a monthly basis, as well as any time calibration factors are revised for a particular system, or a system undergoes equipment or software modifications. The following examples and discussion will focus on monitoring and tracking these statistics over time to accomplish the items listed below:
Figure 73 displays the monthly GVW distribution plots over a one-year time frame using the seven-day Class 9 traffic stream sample sets used for the Figure 68 through Figure 72 statistics screen shots. This site is located on a long haul interstate route with high truck volumes. As is obvious from the plots, there are variations in the volumes but the loading characteristics are extremely consistent. It is noted that the GVW graph uses 2.5 k distributions, which identifies weight distribution variations to a much finer degree than the more typical graphs using 5.0 k distributions.
Figure 74 displays the monthly steer axle weight distributions for the same sample as that used for the GVW plots displayed in Figure 73. The weight of a tractor-semitrailer's steer axle increases only slightly as the loading of the trailer(s) is increased. As such, monitoring of the steer axle is an excellent tool for identifying calibration problems or subtle system operational problems. Although tracking of steer axle weight distributions over time may of benefit, the more routine checks such as those described in Section 5.1 (e.g.: discussions regarding Figure 52 and Figure 65) are of much greater importance.
Figure 75 displays the GVW distributions for a site with low truck volumes and a high percentage of empty trucks for the spring season months of three consecutive years. After tracking traffic stream GVW plots beyond the first year, seasonal comparisons can start to be made. For this example, there are variations in volumes but it is evident there is little, if any, calibration drift taking place.
Figure 76 displays the GVW distribution plots over a one-year time frame using 14-day Class 9 traffic stream sample sets. This site is located on a rural route with very low truck volumes and experiences extreme snow and ice conditions. Although there are definable empty and loaded distributions, they are not nearly as pronounced or consistent as in the long haul high truck volume site displayed in Figure 73. Sites such as this are more difficult to monitor for calibration in that the truck operating characteristics are not consistent.
Figure 77 displays the monthly Class 9 traffic stream GVW distribution plots over a one-year time frame, but this system had its calibration factors decreased by four percent in late June. The effects are dramatic, particularly on the loaded peak distribution. It is noted that the drop in weights starting in July was initially attributed to calibration drift. This example emphasizes the importance of considering any weight calibration factor adjustments when performing calibration monitoring.
Procedures for performing onsite calibrations and validations using test trucks are not within the scope of this Manual. However, it is of benefit to the data analyst to be able to analyze the test truck data for the purpose of comparing such data with the traffic stream data, and determining the effect of calibration factor adjustments on the traffic stream weights. If the analyst must make the assumption that the calibration was performed correctly, the best tool for use by the analyst is a graph displaying the test trucks' GVW WIM error by speed plots. WIM error is determined by comparing a test truck's static weight with its corresponding WIM reported dynamic weight. For example, if a test truck's static GVW is 75.0 k and, for a particular run, the WIM reports a GVW of 76.0 k, the GVW WIM error for that truck's run is +1.3 percent, as calculated from the following equation:
WIM Error = 100*[(GVWWIM - GVWstatic)/ GVWstatic]
In addition, it must be remembered that system calibration and its monitoring is performed on an individual lane basis. The Excel workbook used to generate the test trucks' GVW WIM error by speed plots in the following examples is available online at www.QualityWIM.com, along with the corresponding detailed documentation.
Figure 78 actually displays two individual graphs that have been sized and aligned to exhibit the importance of considering speed when performing calibrations, or when analyzing the effect of calibration factor adjustments on the WIM weights for the truck traffic stream. The top graph displays the percent of WIM GVW error for each run for two test trucks. The solid symbols ("PRE VAL") are for the WIM GVW errors using the system's weight calibration factors in effect at the start of the first set of test truck runs and the non-solid symbols ("POST VAL") are for the WIM GVW errors using the system's weight calibration factors as adjusted based upon the PRE VAL test truck data. The amount of adjustment for each of four of the system's five calibration speed points, in percent, is displayed immediately above the corresponding speed.
As is evident from the plots, it would appear that for the higher speeds, either the desired effect of the adjustment was not achieved or a mistake was made in either calculating the adjustment or entering the revised factor for the 60 mi/h speed point. The calibration factor for the 70 mi/h speed point probably should have also been increased. The lower graph displays the site's truck traffic stream speeds in comparison to the speeds at which WIM error data was obtained by the calibration test trucks. Although the posted speed limit in effect at the site probably prevented the test trucks from making runs at higher speeds, it is evident in comparing the two graphs that a majority of the runs made by the test trucks were meaningless. In effect, the calibration factor adjustments will probably have little noticeable effect on the WIM weights outputs for the truck traffic stream.
Figure 79 displays, for the system calibrated shown in Figure 78, the Class 9 traffic stream GVW distributions for samples from the two months preceding and the two months following the calibration factor adjustments. Although the "Oct" empty truck distribution is somewhat random, it is evident that the factor adjustments had no noticeable effect on the traffic stream WIM weights.
Another issue regarding calibrations utilizing test trucks that must be considered by the data analyst is that even when proper trucks are used and the calibration procedures are performed correctly, different trucks or pairs of trucks may get different results in terms of WIM error.
Figure 80 displays the GVW distributions for the monthly samples over a 15-month period for a site during which time no calibration factor adjustments were made. As is evident from the plots, the loaded distribution peak and to some extent the empty trucks peak remained extremely consistent over the entire period indicating that no calibration drift occurred.
Figure 81 displays the percent WIM GVW error plots for two different sets of test truck runs (two trucks each), 16 months apart, at the site displayed in Figure 80. The solid symbols ("JUN '06") are for the WIM GVW errors verifying the system's weight calibration factors in effect at the time. The non-solid symbols ("OCT '07") are for the WIM GVW errors using those same calibration factors, based upon the second set of test truck runs 16 months later. At the higher speeds there is a significant difference in the WIM error between the two sets of test truck runs even though the traffic stream data indicates that no calibration drift occurred during the time between the two sets of test truck runs.
Figure 82 displays the percent of WIM GVW error for the initial set of runs for the "OCT '07" validation displayed in Figure 81, as well as the follow-up set of runs after calibration factor adjustments. The non-solid symbols ("PRE-VAL") are for the WIM GVW errors using the system's weight calibration factors that had been in effect for the preceding 16 months and the solid symbols ("POST-VAL") are for the WIM GVW errors using the system's weight calibration factors as adjusted based upon the PRE-VAL test truck data. The percentage of factor adjustment for each of the system's five calibration speed points is shown above the corresponding speed. As is evident from the plots, it would appear that the desired effects were attained, although as the speeds increase, the difference in WIM error between the two trucks also increases.
From a test truck data standpoint this would be deemed a successful calibration. However, from the standpoint of monitoring the effects of calibration factors on the traffic stream's WIM weights it is like trying to hit a moving target, as evidenced by Figure 83.
Figure 83 displays the effects of three different sets of calibration factor adjustments, which were based upon test truck data, on the traffic stream WIM weights over a two-year period for the site displayed in Figure 80 through Figure 82. It would appear that in actuality the WIM system has maintained its calibration very well, whereas the WIM error based upon test truck data has been inconsistent for the initial calibration and three subsequent sets of validation/recalibrations. For the loaded trucks, it would appear that the WIM weights generated utilizing calibration factors based upon test truck data for the initial calibration and the October 2007 runs are too high. However, WIM weights generated utilizing calibration factors based upon test truck data for the June 2006 and April 2008 runs appear to be too low.
To anybody not paying attention to the various calibration factor changes it would appear that this system is not maintaining its calibration. In fact, it is being extremely consistent and is simply doing what it is being programmed to do. Perhaps at some point system accuracy might benefit from simply splitting the differences of the test truck data sets' WIM errors. One thing a graph such as Figure 83 illustrates is the excellent linearity of the system in that the traffic stream WIM weight outputs change in direct relationship to the changes in the calibration factors.
Figure 84 displays an example of tracking the statistics from the monthly Class 9 traffic stream samples in conjunction with any hardware, software/firmware, or system settings (including calibration factors) that may have an effect on the system's output of weights. This tracking sheet is for the site displayed in Figure 80 through Figure 83. As this tracking sheet is filled out each month, the analyst can make various determinations in regard to a system's maintenance of calibration and the effects of system modifications, as described below.
As an example from another site, Figure 85 displays the GVW distributions for the monthly samples over an 11-month period. Validations with test trucks were performed in August 2007, with no calibration factor adjustments. In March 2008, calibration factor increases were made which would affect only the weights of the very low percentage of slower moving trucks. As is evident from both the loaded and empty truck distribution peaks, this system is reporting WIM weights that are too high. The empty peaks are consistently at the "35.0-37.5" k distribution instead of "30.0-32.5" or "32.5-35.0" as is typical. The loaded peaks, although moving around a bit, are at times in excess of the maximum GVW limit of 80 k. Why is this problem not being corrected by running test trucks? Again, the answer is speed.
Figure 86, like Figure 78, displays two individual graphs that have been sized and aligned to exhibit the importance of considering speed when performing calibrations, or when analyzing the effect of calibration factor adjustments on the WIM weights for the truck traffic stream. However, this example portrays a system that really has not been calibrated even though time and resources were expended to go through the motions of performing a validation/calibration using test trucks.
The top graph displays the percent of WIM GVW error for each run for the two test trucks. The solid symbols ("PRE-VAL") are for the WIM GVW errors using the system's weight calibration factors in effect at the start of the first set of test truck runs. The non-solid symbols ("POST-VAL") are for the WIM GVW errors using the system's weight calibration factors as adjusted based upon the PRE-VAL test truck data. The percentage of factor adjustment for each of the system's five calibration speed points is displayed immediately above the corresponding speed. As is evident from the plots, it would appear that the desired effects were attained even though there was an obvious problem with the PRE-VAL Truck 2 data. The WIM error plots follow the "0%" error axis for the 41 mi/h to 57 mi/h speed range. The problem is that very few traffic stream trucks are traveling within this speed range as evidenced by the lower graph. Figure 87 exhibits additional rationale for the statement that the system "…really has not been calibrated."
Figure 87 displays weight by speed range statistics for a seven-day Class 9 sample from this site using a portion of the Excel table discussed previously in regard to Figure 72. This table indicates that the range of speeds traveled by the calibration test trucks cover only five percent of the speed range traveled by the Class 9 traffic stream (which, per the lower graph in Figure 86, corresponds with all of the truck traffic stream speeds). This table also indicates that the average steer axle weights and average GVW for 77 percent of the Class 9s are considerably higher than that for the very small sample within the speed range covered by the calibration test truck data. This is probably the reason that the Class 9 traffic stream GVW distributions displayed in Figure 85 suggest that the system's weight readings are too high. The system has simply not been calibrated (or validated) for speeds above 55 mi/h.
This section has provided recommended procedures and methods of analyses that can be performed by the Office Data Analyst to monitor a WIM system's calibration. A recap of problems that may become apparent to the analyst in performing calibration monitoring, as well as options available to the analyst to improve the system's accuracy will be provided. However, in that for certain situations the adjusting of calibration factors based upon analyses of traffic stream data instead of only test truck data will be offered as an option, the appropriateness and validity of such factor adjustments need to be addressed first. There are several reasons that may prompt the analyst to adjust calibration factors, including the following:
Typical calibration monitoring problems and options for improving a system's accuracy include those described below.
If distributions appear to be unreasonable and/or inconsistent, continue analyses to determine if it is potentially due to one of the items listed below.
If the average Axle 2-3 spacing for the sample of the Class 9's Type 3S2 is not 4.3 feet, adjust the system's sensor-to-sensor or loop-to-loop parameter value to bring the average spacing to 4.3 feet (refer to Figure 89).
Note that a vast majority of the Type 3S2 vehicles in the U.S. has Axle 2-3 (drive tandem) spacings, which, for a large sample, average 4.3 feet. However, for locations that have Canadian truck traffic or "specialty" truck types, 4.3 feet may not be a valid constant. Consideration needs to be given to observed axle spacing configurations and the percentage of such atypical vehicles. The parameter values for determining axle spacing and speed should be initially determined based upon test truck data.
If the average Overall Vehicle Length is not five to seven feet longer than the average Axle 1 to 5 wheelbase for a sample of Class 11's Type 2S12 vehicles (or the average Axle 1 to 6 wheelbase for Class 12's 3S12 vehicles), adjust the loop length parameter values (see Figure 90).
Note that the procedure described in Figure 90 assumes that the particular system calculates Overall Vehicle Length based upon the time of a vehicle's inductance for either or both loops.
As stated previously, the procedures for using traffic stream data to make calibration factor adjustments presented in this section are temporary, short-term measures and not a replacement for using data from on-site test truck sessions. On-site validations with test trucks should be performed at least on an annual basis for systems with no operational problems. Test truck validations should be performed as soon as possible when one or more sensors are replaced or other modifications made which might affect a system's calibration or when calibration monitoring by use of traffic stream data indicates calibration drift. Furthermore, these procedures should be performed by experienced data analysts and need to be documented (why, how, which method).
One of the many benefits in performing calibration monitoring is the ability to best allocate available resources for performing onsite calibrations/validations with test trucks. Few agencies, if any, have the resources to run test trucks at every WIM site every six months on a routine basis, and also every time a system's maintenance of calibration is questionable.
If the monitoring of a particular system indicates very consistent truck traffic stream operating characteristics with little if any seasonal variation after a couple years of monitoring, there is little need to routinely validate calibration with test trucks every six months. If calibration factors are adjusted based upon truck traffic stream monitoring for more than one site, validation of the sites' calibrations with test trucks should be scheduled in the order of not only the importance of each site's data but also in the analyst's confidence of the factor adjustments based upon monitoring.
For sites with inconsistent truck traffic stream operating characteristics, factor adjustments based upon traffic stream statistics are not dependable, and any such adjustments should be validated with test trucks as soon as possible.