Beach changes at Holden Beach, North Carolina, 1970-74 /

Beach profile lines at 21 near-evenly spaced intervals along Holden Beach, North Carolina, between Lockwoods Folly and Shallotte Inlets, were measured from November 1970 to December 1974. These have been analyzed to determine the spatial and temporal variabilities on long-term, seasonal, and short-term scales. Profile lines near the inlets showed the greatest variability in mean sea level (MSL) position, above MSL volume, foreshore slope, and profile envelope. This variability near Lockwoods Folly Inlet was partly enhanced by artificial nourishment at profile line 2. Temporary, low-cost shore protection devices (e.g., sandbag groins) were constructed near that inlet during part of the study. No other modifications or activities that affected beach processes were known to occur during the study period. The central part of Holden Beach was studied separately because of the high variability of the inlet sections at either end of the island. Foreshore slopes along this reach increased from an average of 1:30 at the east end to 1:17 at the west. A seasonal change in above MSL volume indicates loss of sand during autumn and winter, and gain during spring and summer. Changes in MSL shoreline intercept and above MSL volume were highly variable during the study.

Embankment guardrail. Final report.

Mode of access: Internet.

Safe geometric design for minicars. Final report.

Federal Highway Administration, Office of Research and Development, Washington, D.C.

Safety effects of cross-section design for two-lane roads. Volume I - final report.

Federal Highway Administration, Safety Design Division, McLean, Va.

Test and evaluation of guardrail terminals buried-in-backslopes. Final technical report.

Federal Highway Administration, Safety Design Division, McLean, Va.

Rollover potential of vehicles on embankments, sideslopes and other roadside features. Final report.

Federal Highway Administration, Office of Safety and Traffic Operations Research and Development, McLean, Va.

Safety effects of cross-section design for two-lane roads. Volume II - appendixes.

Federal Highway Administration, Safety Design Division, McLean, Va.

Reanalysis of wave runup on structures and beaches /

Example problems and methods of data analysis, together with general observations, are given. Smooth-slope runup results for both breaking and nonbreaking waves are presented in a set of curves similar to but revised from those in the Shore Protection Manual (SPM) (U.S. Army, Corps of Engineerings, Coastal Engineering Research Center, 1977). The curves are for structure slopes fronted by horizontal and 1 on 10 bottom slopes. The range of values of d sub s/H' sub o was extended to d sub s/H' sub o = 8; relative depth (d sub s/H' sub o) is important even for d sub s/H' sub o> 3 for waves which do not break on the structure slope. Rough-slope results are presented in similar curves if sufficient data were available. Otherwise, results are given as values of r, which is the ratio of rough-slope runup to smooth-slope runup. Scale-effect in runup is discussed.

Calculus, with analytic geometry.

Includes index.

The Elements of mining engineering [microform] /

Includes indexes.

A happy half-century, and other essays /

Partly reprinted from various periodicals.

Rock movement in large-scale tests of riprap stability under wave action /

Mode of access: Internet.

Mount Rainier, a record of exploration,

The mountain discovered and named, 1792, by G. Vancouver.--First approach to the mountain, 1833, by W. F. Tolmie.--First recorded trip through Naches pass, 1841, by R. E. Johnson.--Tacoma and the Indian legend of Hamitchou, by T. Winthrop.--First attempted ascent, 1857, by A. V. Kautz.--First successful ascent, 1870, by H. Stevens.--Indian warning against demons, by Sluiskin, Indian guide.--Second successful ascent, 1870, by S. F. Emmons.--Explorations of the northern slopes, 1881-1883, by B. Willis.--Discovery of Camp Muir, 1888, by E. S. Ingraham.--Exploring the mountain and its glaciers, 1896, by I. C. Russell.--McClure's achievement and tragic death, 1897, by H. L. Bruce and H. H. McAlister.--Field notes on mount Rainier, 1905, by H. Landes.--Glaciers of mount Rainier, by F. E. Matthes.--The rocks of mount Rainier, by G. O. Smith.--The flora of mount Rainier, by C. V. Piper.--Creation of mount Rainier national park; memorial by scientific societies.--Mount Rainier is 14,408 feet high, by the United States Geological survey.--Place names and elevations in mount Rainier national park.

The Mineralogy and Strength Characteristics of Selected Glaciolacustrine Clays in the Puget Sound Region

The combination of rainy climate, glaciolacustrine clays, and steep topography of the Puget Lowland creates slope stability issues for the regional population. Several glaciolacustrine deposits of laminated silt and clay of different ages contribute to the likelihood of slope failure. The glaciolacustrine deposits are generally wet, range in thickness from absent to >30m, and consist of laminated silt and clay with sand interbeds at the tops and bottoms, sandy laminae throughout the deposits, occasional dropstones and shear zones. The glaciolacustrine deposits destabilize slopes by 1) impeding groundwater flow percolating through overlying glacial outwash sediments, 2) having sandy laminae that lower strength by increasing pore pressure during wet seasons, and 3) increasing the potential for block-style failure because of secondary groundwater pathways such as laminae and vertical fractures. Eight clay samples from six known landslide deposits were analyzed in this study for their mineralogy, clay fraction and strength characteristics. The mineralogy was determined using X-ray Diffractometry (XRD) which revealed an identical mineralogic suite among all eight samples consisting of chlorite, illite and smectite. Nonclay minerals appearing in the X-ray diffractogram include amphibole and plagioclase after removal of abundant quartz grains. Hydrometer tests yielded clay-size fraction percentages of the samples ranging from 10% to 90%, and ring shear tests showed that the angle of residual shear resistance (phi_r) ranged from 11° to 31°. Atterberg limits of the samples were found to have liquid limits ranging from 33 to 83, with plastic limits ranging from 25 to 35 and plasticity indices ranging from 6 to 48. The results of the hydrometer and residual shear strength tests suggest that phi_r varies inversely with the clay-size fraction, but that this relationship was not consistent among all eight samples. The nature of the XRD analysis only revealed the identity of the clay minerals present in the samples, and provided no quantitative information. Thus, the extent to which the mineralogy influenced the strength variability among the samples cannot be determined given that the mineral assemblages are identical. Additional samples from different locations within each deposit along with quantitative compositional analyses would be necessary to properly account for the observed strength variability.

Shallow Landslide Risk Assessment of the Westerly Bluffs of the 7.5-minute Freeland Quadrangle, Whidbey Island, Washington

Landslides often occur on slopes rendered unstable by underlying geology, geomorphology, hydrology, weather-climate, slope modifications, or deforestation. Unfortunately, humans commonly exacerbate such unstable conditions through careless or imprudent development practices. Due to local geology, geography, and climatic conditions, Puget Sound of western Washington State is especially landslide-prone. Despite this known issue, detailed analyses of landslide risks for specific communities are few. This study aims to classify areas of high landslide risk on the westerly bluffs of the 7.5 minute Freeland quadrangle based on a combined approach: mapping using LiDAR imagery and the Landform Remote Identification Model (LRIM) to identify landslides, and implementation of the Shallow Slope Stability Model (SHALSTAB) to establish a landslide exceedance probability. The objective is to produce a risk assessment from two shallow landslide scenarios: (1) minimum bluff setback and runout and (2) maximum bluff setback and runout. A simple risk equation that takes into account the probability of hazard occurrence with physical and economic vulnerability (van Westen, 2004) was applied to both scenarios. Results indicate an possible total loss as much as $32.6b from shallow landslides, given a setback of 12 m and a runout of 235 m.