"... In PAGE 11: ...able 2: Camera Parameters for DC290 #1....................................................................12 Table3 : Camera parameters used for photogrammetry measurements.... ..."

"... In PAGE 11: ...able 2: Camera Parameters for DC290 #1....................................................................12 Table3 : Camera parameters used for photogrammetry measurements.... ..."

"... In PAGE 3: ... In the first survey, fully reported in [6], several test distances were measured both on the digital model and through classical photogrammetry based on a metric camera, revealing some dimensional errors. The main deviations between photogrammetry and 3D model are synthesized in Table1 . This survey has shown that the height of the model (d1, d2, d3) and the distance between the knees (d12), are not correct.... ..."

"... In PAGE 6: ...E. Log normal The total log likelihood is the sum of the likelihoods for each data component ( Table6 -6). The likelihood components may be weighted by an emphasis factor, however, equal emphasis was placed on fitting each likelihood component in the rock sole assessment except for the catch weight.... In PAGE 6: ... The AD Model Builder software fits the data components using automatic differentiation (Griewank and Corliss 1991) software developed as a set of libraries (AUTODIFF C++ library). Table6 -6 presents the key equations used to model the rock sole population dynamics in the Bering Sea and Table 6-7 provides a description of the variables used in Table 6-6. The model of rock sole population dynamics was evaluated with respect to the observations of the time-series of survey and fishery age compositions and the survey biomass trend since 1982.... In PAGE 6: ... The AD Model Builder software fits the data components using automatic differentiation (Griewank and Corliss 1991) software developed as a set of libraries (AUTODIFF C++ library). Table 6-6 presents the key equations used to model the rock sole population dynamics in the Bering Sea and Table 6-7 provides a description of the variables used in Table6 -6. The model of rock sole population dynamics was evaluated with respect to the observations of the time-series of survey and fishery age compositions and the survey biomass trend since 1982.... In PAGE 7: ... Year class strengths The population simulation specifies the numbers-at-age in the beginning year of the simulation, the number of recruits in each subsequent year, and the survival rate for each cohort as it moves through the population using the population dynamics equations given in Table 6-6. Selectivity Fishery and survey selectivity were modeled in this assessment using the two parameter formulation of the double logistic function, as shown in Table6 -6. The model was configured with the selectivity curve fixed asymptotically for the older fish in the fishery and survey, but still was allowed to estimate the shape of the logistic curve for young fish.... In PAGE 20: ...Table6 -4.--Mean length-at-age (cm) and proportion mature for female Bering Sea rock sole from observer anatomical scans during the 1993-94 fishing seasons.... In PAGE 25: ...Female Age 2+ Female Total biomass Spawning biomass Total biomass Spawning biomass 1975 272,685 46,082 262,083 44,366 1976 288,468 51,455 276,887 49,325 1977 308,040 58,574 295,715 56,003 1978 340,589 67,302 327,629 64,320 1979 379,908 74,714 366,409 71,390 1980 429,879 81,700 415,933 78,134 1981 488,048 88,209 473,743 84,474 1982 541,361 82,894 528,189 79,525 1983 697,116 95,358 682,587 91,792 1984 772,910 108,584 758,147 104,961 1985 918,914 124,756 902,719 120,817 1986 1,147,650 149,328 1,130,540 145,222 1987 1,558,430 197,413 1,539,320 192,997 1988 1,783,800 243,660 1,766,260 239,018 1989 1,982,210 285,667 1,971,280 280,634 1990 2,009,130 338,602 2,000,450 333,143 1991 2,107,600 384,839 2,108,930 379,606 1992 2,110,160 403,192 2,124,480 398,891 1993 2,445,880 497,951 2,478,230 494,777 1994 2,509,460 542,961 2,562,010 542,979 1995 2,760,150 688,625 2,824,940 691,940 1996 2,531,340 658,827 2,612,070 667,967 1997 2,357,140 668,920 2,439,030 682,831 1998 2,259,960 688,769 2,343,820 707,962 1999 2,129,500 690,477 2,207,950 713,694 2000 2,040,660 690,719 2,110,030 717,272 2001 1,991,090 703,513 Table6 -10.--Model estimates of rock sole age 2+ total biomass and female spawning biomass from the 2000 and 2001 assessments.... ..."

"... In PAGE 28: ... Finally, measurement invariance is assessed between male and female respondents based on the P2P non-users measurement model (model 3) with ease-of-use, perceived usefulness and perceived risk and its two subconstructs, and the construct of collection-from-near-others. Table4 presents the outcome for measurement invariance. Insert Table 4 Configural invariance is met since confirmatory analyses show that the pattern of how items load on constructs is invariant across groups (users, non-users, male/female).... ..."

"... In PAGE 30: ... Measurements were first taken from the prelevel surface to isolate the improvement of the overlay course. Table4 -1. Southbound Profilograph Summary Lane WheelPath Prelevel PRI [in/mi(mm/km)] Overlay PRI [in/mi(mm/km)] Improvementin PRI [in/mi(mm/km)] When Paved 1 Inside 4.... In PAGE 30: ...0(79) -0.8(13) D Table4 -2. Northbound Profilograph Summary Lane WheelPath Prelevel PR [in/mi(mm/km)] Overlay PRI [in/mi(mm/km)] Improvement inPRI [in/mi(mm/km)] When Paved 1 Inside 11.... In PAGE 35: ...erspective. When Markey et al. (1994) studied the initial impact of the WSDOT quality assurance (QA) specification, they included three QA projects. In Table4 -3, the statistical parameters for density from those jobs are compared to those from the mainline paving for the I-405 project. The I-405 project compares quite well.... In PAGE 35: ...aving for the I-405 project. The I-405 project compares quite well. Its mean average density is exceeded by only one of the other three projects (3522), and all but one of the other projects (3587) have greater variability. Table4 -3. Comparison of I-405 Average Rice Density Percentage Parameters to EarlyQA Projects from Markey et al.... In PAGE 36: ... Notwithstanding differences between measurement methods, the I-405 project variability was found to be distinctly less than those reported from the several sources included in Table 4-4. Table4 -4. Comparison with Reported Standard Deviation of Asphalt Concrete Air Voidsfor Roadway Compacted Mixtures (adapted from Hughes 1996) Source Year Method AV% I-405 1997 Nuclear 0.... In PAGE 36: ...roject was 6.8, which suggests a satisfactory period of service from the overlay. GRADATION Areas of quality performance that were explicitly specified in addition to density were the aggregates gradation and the asphalt cement content. Table4 -5 shows how favorably the mix of aggregate and asphalt cement fractions for this job compared to the job mix formula. For each aggregate size and for the asphalt cement content, job gradation fell well within the specified range limits.... In PAGE 37: ... Table4 -5. Gradation Summary for I-405 Project Item JMF% Job Average% Standard Deviation% One StandardDeviation% Specified Range Limits% 3/4 (19 mm) 100.... In PAGE 37: ...8 - 5.8 Table4 -6 helps to put the gradation variability into perspective. Aggregate gradation variability data published by Hughes (1996) is shown here for direct comparison to the I-405 gradation results.... In PAGE 38: ... Table4 -6. Comparison with Typical Asphalt Concrete Aggregate GradationVariability from Extraction Tests (adapted from Hughes 1996) Percent Passing Standard Deviation Size I-405 Washington1993 Arkansas*1993 Pennsylvania1982 Virginia1968 3/4 or 1/2 (19 mm or 12.... In PAGE 38: ... The asphalt cement content variability can also be compared with some typical standard deviations. Table4 -7 shows how the variability from the I-405 project compares to data previously published from several sources and condensed by Hughes (1996). Only data from the last ten years are presented.... ..."

"... In PAGE 63: ... The use of wireline drilling, whereby the core barrel is retrieved through the drill rod string, eliminates the need to remove the drill rods for sampling and saves a great deal of time in deep borings. Table5 -1 summarizes core and hole sizes commonly used in geotechnical studies. The rock boring is advanced without sampling using solid bits, including fishtail, or drag, bits, tri-cone and roller rock bits, or diamond plug bits.... In PAGE 79: ... In Situ Testing In situ tests are often the best means for determining the engineering properties of subsurface materials and, in some cases, may be the only way to obtain meaningful results. Table5 -2 lists in situ tests and their purposes. In situ rock tests are performed to determine in situ stresses and deformation properties (moduli) of the jointed rock mass, shear strength of jointed rock masses or critically weak seams within the rock mass, and residual stresses along discontinuities or weak seams in the rock mass.... In PAGE 80: ... 5-23. In situ Tests to Determine Shear Strength Table5 -3 lists in situ tests that are useful for determining the shear strength of subsurface materials. In situ shear tests are discussed and compared by Nicholson (1983b) and Bowles (1996).... In PAGE 82: ... 5-24. Tests to Determine In Situ Stress Table5 -4 lists the field tests that can be used to determine in situ stress conditions. The results are used in finite element analyses, estimating loading on tunnels, determining rock burst susceptibility in excavations, and identifying regional active and residual stresses.... In PAGE 84: ... The fact that sample disturbance, particularly in soils, can substantially affect the deformation properties serves as the primary reason for using in situ tests in soils. Table5 -5 lists the in situ tests used to determine one or more of the deformation parameters. Some test results are difficult to relate to the fundamental parameters but are used directly in empirical relationships (Table 5-6).... In PAGE 84: ... Table 5-5 lists the in situ tests used to determine one or more of the deformation parameters. Some test results are difficult to relate to the fundamental parameters but are used directly in empirical relationships ( Table5 -6). Deformation properties of a jointed rock mass are very important if highly concentrated loadings are directed into the abutments of arch dams in directions that are tangent to the arches at the abutments.... In PAGE 86: ... 5-26. Determination of Dynamic Moduli by Seismic Methods Seismic methods, both downhole and surface, are used on occasion to determine in-place moduli of soil and rock (see Table5 -2). The compressional wave velocity is mathematically combined with the mass density to estimate a dynamic Young apos;s modulus, and the shear wave velocity is similarly used to estimate the dynamic rigidity modulus.... ..."

"... In PAGE 6: ...able 1-5. Results for example scenarios (a) through (b)......................................................30 Table2 -1.... In PAGE 6: ...able 2-1. Rock slope measures used in the detailed ratings................................................52 Table2 -2.... In PAGE 6: ...able 2-2. PDA input forms.....................................................................................................53 Table2 -3.... In PAGE 60: ..., 2001). The rockfall risk data (Table 1) are collected and stored in a database, along with detailed location information, digital photographs and the field measurements used to determine the rating values in Table2 -1. Information recorded in the field using the PDA were synchronized with a local Microsoft Access database.... In PAGE 60: ..., 2003). These tables correspond to the main data input form and two sub-forms ( Table2 -2). Table 2-2.... In PAGE 60: ...aintained in three database tables within PenDragon Forms (Bellamy et al., 2003). These tables correspond to the main data input form and two sub-forms (Table 2-2). Table2 -2. PDA input forms.... In PAGE 62: .... Relational links are between individual tables are depicted. The rockfall risk database schema is made up of several tables and sub-tables that store a variety of information related to rockcuts and rockfall risk (Figure 2-6). The tables and sub- tables are grouped into functional groups ( Table2 -3). The central rockfall database also contains indexes and views (Greenwald et al.... In PAGE 64: ... Table2 -3. Rockfall risk database tables and functional groups.... In PAGE 85: ... Fish amp; Lane, 2002; Hadjin, 2002; Ho amp; Norton, 1991), in contrast, allow scoring of only what is believed to be the most critical failure mechanism, with the consequence that valuable information about other relevant failure modes at a site is omitted from rockfall hazard inventories. Rockfall risk score aggregated by TDOT administrative region and by physiographic province are shown in Table2 . The Blue Ridge has the highest average (raw) risk score, followed by the Valley amp; Ridge.... ..."

"... In PAGE 3: ...The physical properties of rock sample are listed in Table1 . The first, large rocks were selected from the crushed rocks produced by blasting and the breaker tip was made to move to the surface of the large rock.... ..."