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Journal of the South African Institution of Civil Engineering
On-line version ISSN 2309-8775
Print version ISSN 1021-2019
J. S. Afr. Inst. Civ. Eng. vol.55 n.1 Midrand Apr. 2013
Centrifuge modelling of a soil nail retaining wall
S W Jacobsz
This paper describes a physical model of a soil nail retained excavation face which was tested in the new geotechnical centrifuge at the University of Pretoria. As centrifuge modelling is new in South Africa, a short introduction to this technique is presented.
The mobilisation of soil nail forces and their maximum values in response to excavation in the model were compared to measurements recently made in an instrumented 10 m high soil nail retaining structure for the Gautrain system in Pretoria. Results were also compared to predictions made using a simple failure wedge analysis and a database of eleven full-scale instrumented soil nail walls from the literature. The centrifuge model data compared well with both full-scale situations and theoretical analyses. The results suggest that soil nail forces measured in the centrifuge are conservative due to the mobilisation of a portion of the shear strength of the model soil during the acceleration of the centrifuge, leaving less un-mobilised shear strength available to resist loads resulting from the excavation.
Keywords: soil nail, centrifuge model, strength mobilisation, sand, residual andesite
Centrifuge modelling of soil-nailed retaining walls
Various analytical methods can be used to assess collapse loads of geotechnical problems, e.g. plasticity solutions like the slip-line method or the limit equilibrium methods which have traditionally been the most widely used method (Shen et al 1982). However, limit equilibrium methods require assumptions regarding the shape of the failure surface and the distribution of stress along the failure surface. As these assumptions affect the solution of the problem, it is important that they are realistic. Failure mechanisms and deformation behaviour of soil-nailed structures can be back-analysed from full-scale case studies, which are rare and costly, or from laboratory model studies. The non-linear stress-strain properties of soils require the stress levels in models to be corrected to that of the full scale to ensure realistic results. This necessitates the use of a geotechnical centrifuge.
Shen et al (1982) reported on one of the first centrifuge model studies conducted to model a soil nail retaining wall in sand and compared test results against the predictions from analytical models. A comprehensive study of soil-nailed walls in sand was also carried out by Tei (1993). Zhang et al (2001) carried out parametric studies of soil nail retaining structures, experimenting with nail lengths and spacings, and found that failure surfaces of nailed surfaces were deeper than without reinforcement. Shen et al (1982) and Tei (1993) observed curved failure wedges (logarithmic spirals, according to Tei et al 1998; see also Bolton & Pang 1982), initiating from the toe of the retained face and reported good agreement with critical failure wedges predicted from limit equilibrium analysis.
Physically modelling all elements of the process of constructing a soil nail retained face in the centrifuge presents many difficulties. In the available case studies, the soil nails were pre-installed during model preparation. Modelling of the excavation can, however, be achieved relatively easily by draining a fluid selected to exert a horizontal pressure approximately equal to that of the soil once the desired acceleration had been achieved (e.g. Tei 1993). Other researchers did not model the excavation process and simply accelerated the completed model to the required acceleration (e.g. Shen et al 1982 and Zhang et al 2001). Despite some obvious discrepancies, both reported the performance of the model to be comparable to that of the full-scale situation yielding realistic results.
The geotechnical centrifuge
The Department of Civil Engineering at the University of Pretoria, South Africa, has recently acquired a geotechnical centrifuge with a capacity of 150 G-ton, meaning that the centrifuge is capable of accelerating a payload weighing up to one ton to 150 G. Geotechnical centrifuges are used to subject small-scale models of geotechnical situations to high accelerations. Due to the stress-strain behaviour of soils being highly non-linear, it is necessary to increase the stresses in a model to be analogous to the stress distribution in the full-scale situation. This is achieved using centripetal acceleration. As such, a model with a scale of 1:50 has to be accelerated to 50 times earth's gravity (50 G) to create the correct stress distribution.
Model dimensions scale linearly and can be used to derive scaling laws for other physical properties. Table 1 lists scaling laws for a number of physical quantities. As an example, the scaling law for force is derived:
According to Newton's second law, force (Fp) in the full-scale situation (the prototype) can be expressed as Fp = mpap, where mp is the mass and ap the acceleration of the prototype. Assuming that the body to be scaled is a cube with density ρ and side length lp and that it is stationary on the earth's surface, Newton's second law can be written as
where g is gravitational acceleration. Newton's second law for the model is
where Fm is force at the model scale, mm the mass of the model and am the acceleration at model scale. In order to avoid problems with different material properties, the same material as that occurring in the full-scale situation is normally used to create the model. The material density (ρ) therefore remains the same. The model is N times smaller than the prototype and is therefore accelerated to N times earth's gravitational acceleration to create the correct stress distribution in the model. Equation 2 therefore becomes
which proves the scaling law for force.
In terms of scaling laws, particularly attractive is the fact that time-related problems, e.g. consolidation, may be studied in a fraction of the time that would be required for a full-scale trial. Also, stiffnesses (e.g. the Young's and shear moduli) do not scale because stresses and strains do not scale. This enables the same material from the full-scale prototype to be used to construct the model.
Jacobsz & Phalanndwa (2011) described a case study in which three instrumented soil nails were installed in a retained face along a cutting for the Gautrain railway line in Pretoria. The structure was excavated in residual andesite which increased in strength and stiffness with depth. The wall was 10 m high with six rows of nails installed at vertical spacings of 1.5 m and horizontal spacings of 2 m, and at a downward angle of 10°. The shotcrete facing was 175 mm thick, reinforced with two layers of mesh. The retained face and the locations of the instrumented couplings are illustrated in Figure 1. Axial forces in three of the soil nails were measured as the excavation in front of the retained face was deepened.
Although the survival rate of the soil nail instrumentation was poor, it showed that the maximum axial forces in the top soil nail stabilised at approximately 50 kN, approximately two thirds of the load calculated using a simple failure wedge analysis. It was found that soil nail loads were not mobilised gradually, but in distinct load increments. It appeared that the material behind the excavation remained stable to a point as the excavation advanced and, only when a certain excavation depth was reached, did the retained soil exert more load on the soil nails, as it depended on the nails for stability. Soil nail loads were mobilised in a number of such load steps as the excavation advanced, as illustrated in Figure 2.
The aims of the centrifuge model study were:
■ to measure the load mobilisation in the soil nails over time during and after excavation, and
■ to compare the mobilised soil nail loads in the model with those from the Jacobsz & Phalanndwa (2011) case study, and with those calculated from conventional wedge theory.
A centrifuge model was set up to model the soil nail wall described in the Gautrain retaining wall case study. The model was constructed at a scale of 1:50 and was therefore tested at an acceleration of 50 G. The scale factor was chosen taking into account the dimensions of the model container, referred to as a strong-box, in relation to the dimensions of the full-scale situation being modelled. The model is illustrated diagrammatically in Figure 3.
The model retaining wall was constructed from a 0.6 mm thick galvanised steel plate. The calculated bending stiffness (EI) of the shotcrete facing, assuming an un-cracked panel, was approximately 9.4 x106 Nm2/m (assuming a Young's modulus for concrete of 20 GPa and 200 GPa for steel). Bending stiffness scales with the fourth power of the scale factor. The bending stiffness of the plate used to model the shotcrete face was calculated at 3.6 Nm2/m, which was therefore approximately 2.4 times stiffer than the scaled-down retaining wall value.
The model soil nails were made from 5 mm wide brass strips, 0.2 mm thick, which were bolted to the wall using 2 mm diameter nuts and bolts. The reason for using flat metal strips was so that the model soil nails could easily be instrumented with strain gauges. For ease of installation during model preparation, the nails were installed horizontally.
The purpose of the model was to investigate the mobilisation of axial loads along the length of the nails during excavation, i.e. to simulate normal operational conditions and not to fail the soil nail wall. Disregarding the effects of dilation, the design pull-out capacity of the soil nails, calculated purely from interface friction between the nails and the soil, therefore exceeded the imposed load estimated from active pressure on the wall by approximately one third, providing a safety margin. The pull-out load (Qu) of the flat strip model soil nails was calculated from σv An tanα, where σv is the vertical stress acting at the depth of the nail, An the surface area of the nail (top and bottom) and α the interface friction angle between the sand and the brass strips, measured in a shear box test at 26°. A total pull-out force of 1272 kN (full-scale) was calculated for a column of six nails. The predicted active pressures to be resisted per column of nails were 932 kN.
The calculated axial stiffness of the full-scale nails is approximately 100 MN. Axial stiffness scales with the square of the scale factor. The required stiffness of the model nails was therefore 40 kN. The brass strips were 2.7 times stiffer than the scaled requirement. It was, however, not practical to use narrower strips due to instrumentation difficulties.
Three model nails were instrumented with three strain gauges each, connected in quarter Wheatstone bridge circuits. The strain gauges were positioned with the first gauge close to the wall and the second gauge close to the position where the maximum tensile force was expected, i.e. where an active failure wedge is expected to be mobilised (roughly at an angle of 45° + φ/2 with the horizontal) (e.g. Lazarte et al 2003). The third gauge was mounted approximately halfway between the second gauge and the end of the soil nail (see Figure 3).
The soil used in the model was a fine alluvial silica sand sourced from a commercial source near Cullinan. It was found that particles larger than approximately 200 µm were relatively well rounded, but the finer fraction tended to be more angular with a description of angular to sub-angular being appropriate. The grading curve for the sand is presented in Figure 4. The friction angle of the sand was measured at 37° using a conventional shear box. During model preparation the sand was placed by pluviation during which a constant drop height and flow rate were maintained. The sand was pluviated in layers of about 30 mm thickness, i.e. the vertical spacing between rows of soil nails. The placed relative density of the sand was approximately 55% (1566 kg/m3), i.e. a medium dense sand. The mass of sand was determined by weighing the model before and after placing the sand.
The deepening of the excavation was modelled using a water-filled Latex rubber mould in which the water level was reduced during the test. This method was also used by Tei (1993) (see also Tei et al 1998). During the acceleration of the centrifuge to 50 G, the water level in the rubber mould was maintained at the correct level using a standpipe with a fixed overflow level into which water was continuously fed. This procedure was followed because it was expected that during acceleration of the centrifuge some movement of the system would have occurred, possibly affecting the water level in the rubber mould which would disturb the stress regime. After accelerating to 50 G, the water supply to the standpipe and rubber mould was stopped. A solenoid valve was opened to release the water from the rubber mould to model the excavation of soil in front of the retained face. In the first test the water level was allowed to drop without interruption from 200 mm to 0 mm depth. In the second test the water level reduction took place in steps over 2 000 seconds, and in the final test over 3 000 seconds. After every step in water level reduction, some horizontal wall movement took place, which took some time to stabilise. The next drop in water level was only initiated after this wall movement had stabilised.
During the tests the vertical movement of the sand surface and the horizontal movement at the top and mid-height of the retaining wall were monitored using potentiometer-based displacement transducers. The water level in the rubber mould was monitored using a pressure transducer mounted near the base of the standpipe. A number of photos of the model are presented in Figure 5.
Surface settlement
Surface settlements were recorded with potentiometers with a resolution of approximately 0.001 mm during the lowering of the water level. During the acceleration of the centrifuge to 50 G the upper surface of the sand settled between 1 mm and 2 mm in response to the stress increase acting on the model. Once at 50 G, the settlement data was zeroed so that the surface settlements caused by the lowering of the water level behind the retaining wall could be measured. Figure 6 shows the settlement of the soil surface behind the retaining wall in response to the lowering of the water level.
A maximum settlement of approximately 1.5 mm occurred immediately (20 mm) behind the wall and reduced with distance away from the wall. This translates to 75 mm at the full scale (1:50).
Horizontal wall movement
Figure 7 presents the horizontal movement measured at the top and mid-height of the retaining wall in response to lowering of the water level, modelling the excavation. The results of the three tests show good repeatability between tests and illustrate that the rate of water level reduction did not have a significant effect on the wall movement.
It can be seen from the figure that as the water level began to be lowered, wall movement immediately began to occur at the top of the wall. When the water level in the model excavation had dropped to below the depth of the first row of soil nails (30 mm), the rate of movement decreased as the nails began to restrain wall movement. The rate of wall movement then remained approximately constant as the excavation advanced.
Little horizontal movement was observed at the mid-height position on the wall until the water level had reduced to that height. Thereafter, horizontal movement occurred at approximately the same rate as the horizontal movement at the top of the wall.
Once the model excavation had been emptied completely, a maximum horizontal movement of about 2.5 mm was observed at the top of the wall, equating to 125 mm for the full-scale wall. The wall remained stable after excavation.
Mobilisation of soil nail forces
The development of axial loads in the soil nails in response to the deepening excavation is presented in Figure 8. During acceleration of the centrifuge to 50 G some settlement of the model wall relative to the sand occurred so that the parts of the nails close to the wall were subjected to a small amount of bending. This affected the zero offsets of force readings registered by the instrumented nails. Soil nail readings were therefore zeroed prior to the water level in the model excavation being reduced, to give loads mobilised due to the reduction in the water level only. Loads prior to zeroing were generally small (less than 10 N at model scale), except where bending of the nails occurred. The loads measured in the model are shown on the left-hand axis, with full-scale (prototype) loads on the right-hand axis. The calculated loads for the model from the wedge analysis based on friction angles of 30° and 37° are also shown in Figure 8; the comparison is discussed later.
The evolving axial load distributions in the instrumented nails, as the excavation was deepened, are presented in Figure 9. Initially, the highest loads were mobilised immediately behind the wall in response to active pressure behind the wall, but soon the location of maximum force migrated backwards from the wall as a failure mechanism began to mobilise.
Comparison of model results with analytical methods
Wedge analysis
The equilibrium of a simple triangular active failure wedge behind the excavation face was examined to estimate the development of axial soil nail forces in response to the deepening excavation (Figure 10). This approach is commonly used for soil nail design, although the complexity of the mechanisms varies (SAICE 1989). For the problem modelled in the centrifuge, only three forces were considered: the self-weight of the failure wedge (W), the resisting force mobilised on the failure plane (R) and the sum of the individual soil nail forces (T). For a fully mobilised failure mechanism the resisting force R would act at an angle φ as shown in Figure 10, where φ is the soil friction angle. The soil nails were assumed to carry only axial loads, disregarding any bending or shear stiffness they might possess. The failure wedge was assumed to mobilise at a slope angle β. This slope angle was varied to find the maximum axial soil nail force (T). For a horizontal soil surface and smooth vertical retaining wall, the wedge analysis provides the same solution as the active Rankine earth pressure case.
The soil nail loads were calculated for various depths of excavation by simply dividing the total calculated soil nail force (T) by the number of nails intersecting the failure wedge. The calculated forces (based on horizontal soil nails) are plotted with the observed loads in Figure 8. As no failure wedge intersects soil nails for excavation depths of up to 30 mm (1.5 m at prototype scale), zero soil nail force was assumed up to this depth.
Soil nail forces
Figure 8 illustrates that the loads in the soil nails initially increased approximately linearly with increasing excavation depth, but the rate of increase reduced with further excavation.
The trend in the measured soil nail forces compares well with the predictions from the wedge analysis, although the latter generally tends to underestimate the loads. This is somewhat in contrast with Shen et al (1982), Tei et al (1998), Lazarte et al (2003) and others who stated that average nail forces are generally smaller than those calculated by considering full active earth pressures. The most significant underestimation occurred on the second soil nail.
During the acceleration of the centrifuge to 50 G it was attempted to balance the earth pressures behind the model retaining wall by maintaining a constant water level in the rubber mould as described. However, some vertical and horizontal movements of the various components of the model were unavoidable during acceleration. The imperfect method of balancing the earth pressures as described, in combination with the movements that occurred during acceleration, resulted in a certain amount of load mobilising in the soil nails prior to reducing the water level in the rubber mould to model excavation. This means that a portion of the shear strength of the sand was already mobilised prior to water level being reduced. Because of zeroing of the soil nail reading prior to reducing the water level, these loads were ignored. The various disturbances would most probably have resulted in the amount of shear strength mobilisation in the sand before excavation to be different from the situation applicable to an actual soil nail wall, probably resulting in less shear strength being available to support the excavated face than what would have been expected. The implication of this is that the soil friction angle used in analysing the model should probably be reduced. When a friction angle of 30° is used instead of 37°, the correlation between the measured soil nail forces and those calculated using a wedge analysis improves (see Figure 8).
A further factor contributing to the difference between the measured and calculated loads is the fact that the actual stress distribution behind the retained face is significantly more complex than the simple triangular distribution assumed by active earth pressure theory (Tei 1993 and Tei et al 1998). Tei (1993) states that the failure surfaces in sand would resemble a logarithmic spiral which would result in failure wedges that are approximately 10% heavier than the assumed triangular wedge. Also, Zhang et al (2001) mentioned that the failure wedge in the presence of soil nails was deeper than without reinforcement. The actual mobilised soil nail forces are controlled by many factors, including the flexibility of the facing wall and soil nails and dilation on the soil-nail interface (Tei et al 1998).
The magnitude of the scaled-up maximum observed soil nail forces in the centrifuge model are put into context by comparison with normalised soil nail forces measured at eleven sites presented in Figure 11 (Byrne et al 1998). Observed maximum tensile nail forces were normalised by KaHgShSv, where Ka is the coefficient of active earth pressure, H the wall height, γ the density of the retained material and Sh and Sv the respective horizontal and vertical nail spacing. The figure shows that the general trend is for soil nail forces to reduce somewhat with depth, but very significant scatter occurs, probably as a result of variations in soil strength and stiffness between sites which were not taken into account in the normalisation. The observations from the centrifuge tests plot well within the data set presented in the figure.
In the Jacobsz & Phalanndwa (2011) case study, soil nail loads of just less than 50 kN were measured in the top soil nail when the system was at equilibrium. These are of the same order of magnitude, albeit somewhat lower than scaled loads from the model (see Figure 8). They are also lower than the prediction from a wedge analysis. Note that a wedge analysis predicts soil nail forces that are 12% higher when nails are installed at 10° compared to horizontal nails. The reason for the scaled model loads being higher can be ascribed to the fact that the model soil profile comprised cohesionless sand in which some shear strength had already been mobilised during acceleration of the centrifuge, while the profile in the field comprised residual andesite, possessing significant cohesive strength, increasing with depth.
A further difference between the model and the case study is the step-wise way in which loads were mobilised in the case study compared to a more gradual increase in load in the model (compare Figure 2 with Figure 8). The reason for the step-wise load increase was attributed to the fact that the excavation could support itself to a certain depth and then suddenly yielded, mobilising load in the soil nails. With further excavation, it again remained stable to a certain depth before yielding again, applying another step-wise load increase on the soil nails. The cohesion-less sand did not possess any strength to support any depth of excavation, so that axial load had to be mobilised in the soil nails very shortly after the water level in the model excavation began to reduce.
The measured axial force distributions along the length of the nails shown in Figure 9 generally agreed with the pattern typically observed in the field. A soil nail normally carries a load at the retained face which increases towards the intersection with the failure plane and then reduces to zero at the end of the nail (Lazarte et al 2003). The maximum load was measured consistently at the second strain gauge on each nail. They were purposefully installed close to where the failure wedge was expected to intersect the soil nails.
Wall and ground movements
The vertical soil settlement behind the wall amounted to approximately double the amount of the expected settlement given by the guideline of H/333 by Lazarte et al (2003) for fine grained soils. However, the observed settlement applies to a medium dense sand, the material used in the model in which some shear strength had already been mobilised during centrifuge acceleration. The maximum settlement of the full-scale wall amounted to only 8 mm, illustrating that, as expected, the residual andesite behaved much stiffer than the sand in the model, settling less. The residual andesite appears to mobilise its strength at smaller strains than cohesionless sand.
It is interesting to note that the settlements above the active wedge, potentiometers 1 and 2 (see Figure 3 and Figure 6) settled significantly more than the potentiometers further away, reflecting the mobilisation of the failure mechanism. An active failure wedge is predicted to intersect the sand surface at an offset of 100 mm from the retained face. The zone behind the wall where noticeable settlements occurred, agrees well with the 140 mm (at model scale) predicted by Lazarte et al (2003).
The horizontal wall movements are presented in Figure 7 and were recorded from the onset of water level reduction until the model excavation was complete. The largest portion of horizontal movement took place during the initial reduction in water level to the depth of the first row of nails. Thereafter the rate of movement slowed considerably. In practice this initial movement would not have been recorded, because the first shot-crete panels still had to be constructed. The horizontal movement that would be recorded in practice corresponds to that associated with a drop in water level from 30 mm to the bottom of the excavation. In the tests reported here, this movement amounted to approximately 1 mm, or 50 mm at full scale.
As in the case of the vertical movement behind the wall, this horizontal wall movement also exceeded the guideline recommended by Lazarte et al (2003) (also H/333, or 30 mm at full scale). The maximum horizontal movement observed at the top of the full-scale wall was 34 mm (Jacobsz & Phalanndwa 2011). The difference can be explained due to the model comprising medium dense sand in which some shear strength had already been mobilised during centrifuge acceleration, while the full-scale situation comprised stiff residual andesite mobilising strength at smaller strains.
Following each drop in the water level in front of the model wall, it took some time before the horizontal wall movement stopped. This was also seen in the field, where some movement continued to occur for some time after completion of the excavation (Jacobsz & Phalanndwa 2011).
Figure 7 illustrates that the top of the wall deflected rapidly initially, but when the water level reached the level of the first row of soil nails, the rate of horizontal movement reduced due to the restraining effect of the soil nails. Virtually no horizontal movement took place at mid-height initially, indicating that the upper part of the wall bent above the excavation level. Once the water level reached mid-height, horizontal movement there took place at approximately the same rate as at the top of the wall, indicating that the wall translated horizontally with little further bending. This suggests that horizontal wall deformation occurred as indicated in Figure 12, with bending taking place at the excavation level while the upper part of the wall remains approximately planar.
Comparison between the full-scale situation and the model
It is often questioned whether the particle sizes of material used in a centrifuge model need to be scaled. For example, could the fine sand at model-scale therefore hypothetically behave as a gravel at the full-scale? In practice it is common with a centrifuge model to model the actual material occurring in the field, or often, to use the actual material from the field directly in the model. The material is then viewed as a continuum with the same stress-strain properties as in the field. Whether this assumption is reasonable depends on the ratio between the particle size in the model and the size of significant components in the model, e.g. particle size versus the dimensions of model piles, foundations or model soil nails (Taylor 1995). A method that is often used to investigate whether unrealistic scale effects occur is the so-called method of "modelling of models". Models are tested at different scales. If the scaled observations from different scale models are consistent, particle size effects can be ignored and the material can be assumed to behave as a continuum at the accelerations tested. However, when failure mechanism bounded by shear bands begin to dominate, the ratios between shear band widths, particle size and model element dimensions can become important. In such instances dilation effects within shear bands are likely to scale-up unrealistically (Taylor 1995). Milligan & Tei (1998) mentioned that relative size effects between model soil nail diameter and particle size may tend to increase the apparent strength and stiffness of the model compared to the prototype in the case of rough nails. This scale effect is significant where the ratio D/D50 ranges from 1 to 35 (where D is the nail diameter and D50 the main particle size), but reduces at higher values applicable in the field. Due to the thickness of the brass strips (model soil nails) relative to the means particle size, scale effects would be expected in the model. However, due to the smoothness of the model nails, dilation effects as described above should have been limited, although probably not insignificant.
Soil nails
One important aspect in which the soil nail retaining wall in the centrifuge differed from the full-scale situation was that the wall and soil nails were pre-installed prior to modelling of the excavation. Installation of soil nails during a test would be difficult. Due to the nails being pre-installed, loads could mobilise before the excavation depth had advanced to the depth of a particular row of nails. Also, installation-induced soil nail loads and soil stresses could not be modelled. These are likely to differ from the situation in the model (Milligan & Tei 1998).
A physical model, examining an instrumented soil nail retaining structure, was tested successfully in three centrifuge tests. The test yielded realistic and repeatable data, comparing well with measurements made in a full-scale case study in Pretoria (Jacobsz & Phalanndwa 2011) and with a database of eleven other case studies (Byrne et al 1998).
In terms of soil nail forces, the model showed somewhat higher nail forces compared to those predicted by a simple equilibrium analysis and when compared with the case study discussed. This is likely to be a consequence more of the shear strength of the soil being mobilised during acceleration of the model than what would be applicable in a full-scale (K0) situation, resulting in less strength being available to resist excavation-induced loads than what would have been expected. Information from the literature suggests that soil nail forces from a simple wedge analysis or limit equilibrium analysis are conservative. The results of these centrifuge tests suggest that soil nail forces from centrifuge tests may be even more conservative, due to the mobilisation of some soil strength during centrifuge acceleration.
The axial load distributions measured along the length of the soil nails compared well with the known distributions from the literature.
The trend in axial load mobilisation in the soil nails differed from the full-scale case study reported. In the model, axial load was mobilised gradually in response to excavation, while in the full-scale field study a stepwise mobilisation was observed. The reason for this is that the soil in the model only possessed frictional strength, while the residual andesite in the field had some "cohesive" strength and a fissured structure, enabling it to remain stable up to a certain depth.
Although differences between the full scale situation and a model are unavoidable, physical modelling in the geotechnical centrifuge is a valuable technique to model complex three-dimensional problems. An advantage is that a physical event can be observed and realistic results obtained using the same materials as in the field.
Bolton, M D & Pang, P R L 1982. Collapse limit state of reinforced earth retaining walls. Geotechnique 32(4): 349-367. [ Links ]
Byrne, R J, Cotton, D, Porterfield, J, Wolschlag, C & Ueblacker, G 1998. Manual for Design and Construction Monitoring of Soil Nail Walls. Report No FHWA-SA-96-69R, Washington DC: US Federal Highway Administration. [ Links ]
Jacobsz, S W & Phalanndwa, T S 2011. Observed axial loads in soil nails. Proceedings, 15th African Regional Conference on Soil Mechanics and Geotechnical Engineering, Maputo, Mozambique, 221-227. [ Links ]
Lazarte, C A, Elias, V, Espinoza, R D and Sabatini, P J 2003. Soil nail walls. Geotechnical Engineering Circular No. 7, Report No FHWA0-IF-03-017, Washington DC: US Federal Highway Administration. [ Links ]
Milligan, G W E and Tei, K 1998. The pull-out resistance of model soil nails. Soils and Foundations, 38(2):179-190. [ Links ]
SAICE (South African Institution of Civil Engineering) 1989. Lateral Support in Surface Excavations, Code of Practice. Johannesburg: SAICE Geotechnical Division. [ Links ]
Shen, C K, Kim, Y S, Bang, S & Mitchell, J F 1982. Centrifuge modelling of lateral earth support. Journal of Geotechnical Engineering Division, ASCE, 108(GT9): 1150-1164. [ Links ]
Taylor, R N 1995. Geotechnical Centrifuge Technology. London: Blackie Academic & Professional. [ Links ] Tei, K 1993. A study of soil nailing in sand. PhD Thesis, Oxford: University of Oxford. [ Links ]
Tei, K, Taylor, R N & Milligan, W E 1998. Centrifuge model tests of nailed soil slopes. Soils and Foundations, 38(2): 165-177. [ Links ]
Zhang, J, Pu, J, Zhang, M & Qui, T 2001. Model tests by centrifuge of soil nail reinforcements. Journal of Testing and Evaluation 29(4): 315-328. [ Links ]
Contact details:
Prof SW Jacobsz
Department of Civil Engineering
University of Pretoria Pretoria
E: firstname.lastname@example.com
PROF SW JACOBSZ (Pr Eng, MSAICE) graduated with an MEng in Geotechnical Engineering from the University of Pretoria in 1996 and worked for Jones & Wagener before leaving for the United Kingdom in 1999 to study towards a PhD in Geotechnical Engineering at the University of Cambridge. He returned to Jones & Wagener in 2004 where he worked as geotechnica engineer before joining the University of Pretoria in 2010 as Associate Professor in the Department of Civil Engineering. His primary interest is physical modelling of geotechnical problems in the geotechnical centrifuge.


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Legacy Garden
The motto of the garden is "By the students, for the students, and, ultimately, in the students."
A half-acre student-run garden plot now exists on campus to grow pesticide-free food for the students and volunteers alike. The site -- which the Class of 2012 has named The Legacy Garden -- was dedicated on April 1, 2009 in a ceremony that included students, faculty and staff.
Hundreds of students, faculty and staff have contributed more than 1,000 hours of work in the garden--planting, cultivating, and mulching the beds and putting ground cover around the perimeter. Compost is produced by collecting food waste from Oliver Hall, Cafe Louis and the catering services on campus. The educational benefits include increased understanding of the food production process and greater awareness of the nutritional and environmental benefits of local, pesticide-free food.
Everyone is welcome to work in the garden. Kelli Barram, a qualified garden steward, oversees its design and operation, and organizes student teams to maintain the garden.
Want to get involved? Email firstname.lastname@example.com for more info and upcoming volunteer hours.
Funded by generous contributions from supporters of the college and members of the college community, the garden will reduce the college's environmental footprint by growing a portion of our own food supply.
Special thanks to Cheryl Jones and Earthbound Farm for their generous support of this project, and to The Foundation for Sustainability & Innovation for funding the purchase of a greenhouse.

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naef ellipso
naef imago
naef quadrigo midi
naef cella mini
naef cella
naef cubicus
naef diamant
bauhaus chess set
bauhaus building game
bauhaus jumping jack
bauhaus peg dolls
bauhaus optical mixer
rocking lamb
animal box: bull
animal box: llama
animal box: polar bear
animal box: rhino
animal box: walrus
animal box: whale
croc pile
micro cubebot set
extra large cubebot
medium cubebot
small cubebot
guthrie cubebot
julien cubebot
hanno the gorilla
hanno jr
simus the rhino
ursa the bear
ursa minor
galileo telescope
magno large radio
magno medium radio
sedici pesci
sedici animali
alexander girard wooden dolls
eames plywood elephant miniature
torch large flashlight
torch medium flashlight
alarm dock
wooden toys
animal box: polar bear
The Animal Boxes are intriguing abstractions of various creatures...with an even more intriguing hidden compartment!
This figural box represents a "power" animal - a totem for our individual ambitions. Its simple and gestural depiction is intentional - allowing the symbolism of the animal to be maintained.
With the addition of hinges, it has the ability to guard important small objects. On the shelf, it is sculpture. On the side table, it's a totem. On the counter, it offers a hiding spot.
Each box is made of new growth beech wood.
� measures 6.75 x 3.25 x 3 inches
Usually ships in 1-2 weeks
animal box: polar bear


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ATLANTA - Those seeking environmental permits in Georgia can pay a premium for a faster result under a future new law, a perk that gives businesses flexibility. Some say, though, it also could create conflicts of interest.
The law applies to all permits issued by the Environmental Protection Division, which recently asked for public advice on how to create the system.
The chairman of the Senate's environmental committee, Sen. Ross Tolleson, R-Perry, said the agency is so short-staffed as a result of budget cuts that it would struggle to quicken the pace of reviews. Tolleson said his measure, which takes effect July 1, will help alleviate that strain by allowing outside reviewers to speed up the process. State officials still get the final say on whether a permit is approved.
"Everyone kind of wins in this," Tolleson said.
The law explains little else, leaving big questions about the system.
Environmental groups say the system is fundamentally unfair to small businesses and those who cannot pay. They also foresee a tangle of ethical conflicts that could arise as government reviews are delegated to private parties.
Stephanie Stuckey Benfield, the executive director of GreenLaw and a state representative who voted against the bill, called it "pay-to-play."
"I think it's a problematic system," said Benfield, who did not seek re-election. "It may have seemed like a good idea at the time in the (Georgia) Legislature, but the devil is always in the details."
The Georgia Chamber of Commerce lobbied for the measure because members said it was taking too long to get permits, said John Krueger, the business group's senior vice president of public policy. The chamber made the bill a so-called scorecard issue for lawmakers, meaning it would advertise to voters whether or not lawmakers supported its plan. The EPD's air branch had a total of 194 permits under review as of Aug. 30, according to a public tally. Applicants typically waited about a month-and-a-half for small issues all the way up to nearly nine months for more complex reviews.
Georgia law already allows outsiders to review some permit applications, although it makes much vaguer promises to speed up parts of the process. The one applicant known to have tried using an outsider review on a dam permit was unable to find an engineer willing to deal with the liability issues involved, EPD assistant director Jim Ussery said.
It remains unclear how the new system will be implemented. The EPD's air branch does not anticipate setting final rules until May. Under one scenario, EPD would contract for the reviewers, using them as if they were government employees.
But there are complications. State law typically requires that money paid to government agencies go into the state's general fund. So it may be impossible for EPD to use the fees it collects to pay for the expedited reviews. As a result, private companies seeking a permit may need to directly pay those who are supposed to be critically reviewing their applications.
Ussery said his department would require that those reviewers have the necessary technical qualifications. Anyone caught manipulating a review could be barred for doing further work or even charged criminally. He said he would want firms to make flat-fee payment to those reviewing their applications, not compensate a reviewer based on whether a permit was granted.
"We certainly don't want any scenario where if I'm paying you to do so, then you may look at it from my angle a little better. ... You might look at it a little more favorably," Ussery said.
Tolleson said his law doesn't create conflicts of interest - though he acknowledged that reviewers with a track record of rejected permits "would not be hired by a lot of firms going forward."
Some areas might be too complicated to outsource reviews, Ussery said. Those special cases could include applications that involve environmentally sensitive land, such as the Okefenokee Swamp. It could also include instances where a permit is likely to trigger lawsuits - for example, an air permit for a coal-fired power plant, or taking water from the rivers subject to a legal dispute among Alabama, Florida and Georgia.
Critics fault the system for creating barriers for small firms unable to pay.
"I don't know why a permit by an ordinary citizen or small business wouldn't be as timely considered as a big business or someone who just wants to pay money to go to the head of the line," said Jerry McCollum, CEO of the Georgia Wildlife Federation, which opposed the change.
Larger businesses have questions, too. Getting a permit quicker would be useful when companies are considering moving production operations and need to know right away whether a new state will allow them to set up shop, said Denise Wood, senior director of environmental services at Mohawk Industries, a large flooring manufacturer. Her office handles environmental regulations with multiple states and sent a representative to a recent workshop on EPD's new program.
Firms may be willing to pay a premium, but Wood said some of the fees discussed at the last meeting were not cheap. While the EPD has not suggested prices, it has noted that South Carolina charges from $3,000 to $25,000 for an expedited review.
"If that expedited process makes everyone else on the regular track get pushed further back in the queue, that wouldn't be a good thing," she said.


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Inquiry Question
This lesson plan is based on the National Register of Historic Places registration file, "Waterford Historic District" (with photographs), and materials in the collection of the Waterford Foundation, Inc. It was produced in collaboration with the National Park Service Historic Landscape Initiative. Bronwen Souders, a member of the Waterford Foundation's education committee, wrote Waterford, Virginia: From Mill Town to National Historic Landmark. Jean West, education consultant, and the Teaching with Historic Places staff edited the lesson. TwHP is sponsored, in part, by the Cultural Resources Training Initiative and Parks as Classrooms programs of the National Park Service. This lesson is one in a series that brings the important stories of historic places into classrooms across the country.
Where it fits into the curriculum
Objectives for students
Materials for students
Visiting the site


text:
New Number 641-715-3860!
Praise God for He Is Good! His Goodness and Mercy are everlasting!
Invite someone to join you and the Making The Kingdom Proud Prayer Line Family to start their day Praying and Praising God with you this morning!
Call 1-641-715-3860, Access Code 257667# (use the # sign). Call at 5:00 a.m. (PST), 6:00 a.m (MST), 7:00 a.m. (CST), 8:00 a.m. (EST).
Start your day seeking God together in Prayer with the Making The Kingdom Proud Prayer Line!


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Total pyridinolines measurement
What is this test?
This test measures the amount of total pyridinolines in urine. Pyridinolines are substances that are released in the bloodstream when bone is made or absorbed back into the body. This test is used to evaluate and manage diseases involving bone breakdown by the body[1].
What are other names for this test?
- Total pyridinolines
Why do I need this test?
Laboratory tests may be done for many reasons. Tests are performed for routine health screenings or if a disease or toxicity is suspected. Lab tests may be used to determine if a medical condition is improving or worsening. Lab tests may also be used to measure the success or failure of a medication or treatment plan. Lab tests may be ordered for professional or legal reasons. You may need this test if you have:
- Bone metastasis
- Osteoporosis
When and how often should I have this test?
When and how often laboratory tests are done may depend on many factors. The timing of laboratory tests may rely on the results or completion of other tests, procedures, or treatments. Lab tests may be performed immediately in an emergency, or tests may be delayed as a condition is treated or monitored. A test may be suggested or become necessary when certain signs or symptoms appear.
Due to changes in the way your body naturally functions through the course of a day, lab tests may need to be performed at a certain time of day. If you have prepared for a test by changing your food or fluid intake, lab tests may be timed in accordance with those changes. Timing of tests may be based on increased and decreased levels of medications, drugs or other substances in the body.
The age or gender of the person being tested may affect when and how often a lab test is required. Chronic or progressive conditions may need ongoing monitoring through the use of lab tests. Conditions that worsen and improve may also need frequent monitoring. Certain tests may be repeated to obtain a series of results, or tests may need to be repeated to confirm or disprove results. Timing and frequency of lab tests may vary if they are performed for professional or legal reasons.
How should I get ready for the test?
During a 24-hour urine collection, follow your usual diet and drink fluids as you ordinarily would, unless healthcare workers give you other instructions. Avoid drinking alcohol before and during the urine collection.
If you are a menstruating female, you may be asked to provide the day of your menstrual cycle at the time of your test[1].
How is the test done?
For a 24-hour urine collection, all of the urine that you pass over a 24-hour time period must be collected. If you are in the hospital, a healthcare worker will collect your urine. You will receive a special container to collect the sample in if you are doing the collection at home. The following are directions for collecting a 24-hour urine sample while at home:In the morning scheduled to begin the urine collection, urinate in the toilet and flush away the first urine you pass. Write down the date and time. That is the start date and time for the collection.Collect all urine you pass, day and night, for 24 hours. Use the container given to you to collect the urine. Avoid using other containers. The urine sample must include the last urine that you pass 24 hours after starting the collection. Do not allow toilet paper, stool, or anything else to be added to the urine sample.Write down the date and time that the last sample is collected. The urine sample may need to be kept cool during the 24-hour collection period. If so, keep the closed container in a pan on ice. Do not put ice in the container with the urine.
How will the test feel?
This test usually causes no discomfort.
What should I do after the test?
When 24-hour urine collection is complete, close the container and seal the lid tightly. Return the sample in the urine container to the facility or healthcare worker as instructed. If you had the sample in an ice bath, return the sample within two hours after removing the container from the ice bath.
What are the risks?
Urine: A urine test is generally considered safe. Talk to your healthcare worker if you have questions or concerns about this test.
What are normal results for this test?
Laboratory test results may vary depending on your age, gender, health history, the method used for the test, and many other factors. If your results are different from the results suggested below, this may not mean that you have a disease. Contact your healthcare worker if you have any questions. The following are considered to be normal results for this test:
- Adult males 18 years and older[2]:
- Pyridinoline: 20 to 61 nmol/mmol creatinine
- Deoxypyridinoline: 4 to 19 nmol/mmol creatinine
- Premenopausal females 18 years and older[2]:
- Pyridinoline: 22 to 89 nmol/mmol creatinine
- Deoxypyridinoline: 4 to 21 nmol/mmol creatinine
What might affect my test results?
- Results Increased in [1]:
- Nighttime
- Luteal phase of menstrual cycle
- Puberty
- Winter
- Bone fracture
- Non-weightbearing
- Prolonged bedrest
What follow up should I do after this test?
Ask your healthcare worker how you will be informed of the test results. You may be asked to call for results, schedule an appointment to discuss results, or notified of results by mail. Follow up care varies depending on many factors related to your test. Sometimes there is no follow up after you have been notified of test results. At other times follow up may be suggested or necessary. Some examples of follow up care include changes to medication or treatment plans, referral to a specialist, more or less frequent monitoring, and additional tests or procedures. Talk with your healthcare worker about any concerns or questions you have regarding follow up care or instructions.
Where can I get more information?
Related Companies
- National Osteoporosis Foundation - http://www.nof.org
[1] Watts NB: Clinical utility of biochemical markers of bone remodeling. Clin Chem 1999; 45(8 Pt 2):1359-1368.
[2] Tietz NW (Ed): Clinical Guide to Laboratory Tests, 3rd ed. W. B. Saunders, Philadelphia, PA, 1995.
Last Updated: 6/18/2019


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Message Board
J. Tyler Blue Message Board
Talk about the novels, new and used books that Blue has written!
Author Blue's Book Reviews
The Baltimore Years
This is about a nameless man who lives in Baltimore. It follows him being lonely, being raped, and joining in orgies to fill the time between heartbreaks - more than one coming from the same woman. Through this he discovers himself, finds he doesn't like himself very much and then tries to lose himself again. The end finishes much like it started - the nameless 1st person narrator looking for answers about himself, life, love and everything in between. ...


text:
I setup here a little changelog of the bfbcs.com API to inform you about changes and additions.
[2011-01-07] Added 'queue_info', see API Changelog for more info.
[2010-07-23] Added ranking positions under general fields
[2010-07-05] Added new field 'progress' to get progress values for stars, rank and kits
[2010-05-28] Added new field 'online' to get 'lastonline' date of an player and 'server' information
[2010-05-27] Added SPECACT Achievements
[2010-05-24] Fixed bug with seconds of rpg7. Thanks to rayman007.
[2010-05-22] Limited API access to 60 hits per minute per IP.
[2010-05-03] Added 4 new weapons
[2010-04-29] Added 8 new pins and 4 new insignias
[2010-04-28] Added 'headshots' to gadgets
[2010-04-27] Xbox360 and PS3 unknown players will be searched and get a stats update.
[2010-04-23] Added new key 'vehicle_class' to player. Contains information about the vehicle class stars. vehicle_class is provided with the field vehicles.
[2010-04-21] Added new key 'class' to vehicles. Contains light, heavy, water, air, stationary
[2010-04-19] Added new keys 'date_lastcheck' and 'lastcheck'. lastcheck contains updated or nochange.
[2010-04-19] Added new field 'basic'. If you give this field you get only basic information, all other fields will be ignored.


text:
Obama Supporters Sign Petition to Repeal Bill of RightsShock video underscores mindlessness of public
Paul Joseph Watson
Jul. 09, 2013
Portland: Antifa Rioters Attack Right-Wingers With Hammers, Beat Man Unconscious, Spray People With Mace
Teen Bringing Gun to School And Pointing It At Fellow Students Gets Little Media Coverage
Poll: Only 29 Percent Of Americans Believe Jeffrey Epstein Committed Suicide
Foreign Policy Goes Into Propaganda Overdrive: 'White Supremacists Want A Nuclear Weapon'
Chinese State Media Announces 2.56M 'Discredited Entities' Prevented From Purchasing Plane Tickets Under Social Credit System
A video clip shows numerous Obama supporters in California signing a petition to repeal the bill of rights in another shocking reminder of how many Americans will mindlessly give up their liberties in the name of supporting the President.
Social commentator Mark Dice invited citizens to sign the petition to "support Obama repealing the bill of rights, taking things further than the Patriot Act" and replacing it with "new NDAA-type legislation."
Dice labeled the Constitution "old fashioned" and "ancient" in "today's new world order" as Americans willingly put pen to paper.
"He's done everything he can to repeal the bill of rights but we're just showing the citizenry is right behind him repealing the bill of rights," Dice stressed as signatories nodded in agreement.
People signing the petition still failed to react when Dice repeated that they had "just helped repeal the bill of rights."
The video proves that many Americans will agree to virtually anything if it is qualified with the question, "Will you help us support Obama?"
Only at the end of the clip does one individual refuse to sign the petition, remarking that he swore an oath to uphold the bill of rights when he was in the military.
This is merely the latest example of how mind-numbingly slavish many Americans are to signing away their inherent freedoms, so long as the reason for doing so is pitched with the right rhetoric.
Previous petitions crafted by Dice and signed by a plethora of Obama supporters called for banning the First and Second Amendments, as well as throwing gun owners in prison.
Dice also conducted mock 'Obama Security Force' bag searches on the campus of San Diego State University as he trashed the 4th amendment. A number of students complied with having their belongings searched when they were told that carrying a bag was a sign of terrorism.
Paul Joseph Watson is the editor and writer for Infowars.com and Prison Planet.com. He is the author of Order Out Of Chaos. Watson is also a host for Infowars Nightly News.


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1.4 L BD Tray Sharps Collector. Yellow with Funnel Entry
Thank you for visiting Remington Medical, Canadian No.1 source for physiotherapy supplies, equipment and physio machines. We are sure you recognize the names of the highest quality manufacturers in the industry. Products include Storz Shockwave, LiteCure Laser, Ultrasound, IFC, TENS, NMES rehabiliation modalities, Physiomed electrotherapy devices including Deep Oscillation, Ondamed and Biofeedback, Verity Medical, Thera-Band and the full range of North Coast Medical products. We also specialize in wound healing and tissue repair offering education and exceptional devices to help your clients get better faster. We hope you enjoy our web site visit us often as we will be updating our site regularly. Professionals will receive further discounts.
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- Undercover Video Catches Alleged Cow Abuse at DiGiorno Supplier - ABC News abcn.ws/1dfwOtw (via @ABC) 5 years ago
- Undercover Investigations of Factory Farms and Slaughterhouses: mercyforanimals.org/investigations… 5 years ago
- Should You Consider Early Spaying for Your Pet? healthypets.mercola.com/sites/healthyp… via @drkarenbecker 6 years ago
- Working out with your dog: Which dog is a good match for your workout? - Chicago Tribune articles.chicagotribune.com/2012-10-10/hea… via @ArchiveDigger 6 years ago
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Boardwide Policies
This document is designed to clarify various responsibilities of forum members here at The Spanish Town Mardi Gras Forum. Please read it and become familiar with it.
Forum rules
Posts are to be made in the relevant forum. Users are asked to read the forum descriptions before posting. Users consistently posting to the wrong forum may be given a warning (see Warnings and Banning below).
Members should post in a way that is respectful of other users. Flaming or abusing users in any way will not be tolerated and will lead to a warning or immediate banning.
Members are asked to not act as "back seat moderators". If members note an issue which breakes the rules in this policy document they are welcome to bring it to the attention of a member of the Moderator Team. Only do this if a moderating team member has not replied within 6 hours. Do not respond to such topics yourself. Members who consistently "act" as moderators will be warned.
Members should remember this board is aimed at a general audience. Posting generally offensive text, images, links, etc. will not be tolerated and will lead to a warning.
Members are asked to respect the copyright of other users, sites, media, etc. Users linking to material without permission will receive a warning and their post will be removed.
Members should respect the bandwidth of other users and sites. The use of inline () image tags pointing to data stored on third party systems for which the user has not received permission to link to may be removed.
Members should post in a way which is consistent with "normal writing". That is users should not post excessive numbers of emoticons, large, small or colored text, etc. Similarly users should not SHOUT or use excessive punctuation (e.g. ! and ?) in topic titles or posts. Users consistently abusing this will be warned.
Members should use an appropriate, descriptive title when posting a new topic.
Spam is not tolerated here under any circumstance.
The Moderator Team reserves the right to edit or remove any post at any time. The determination of what is construed as indecent, vulgar, flaming, spamming, etc. as noted in these points is up to Moderator Team Members and not users.
The above forum rules where applicable also apply to private messaging. Abuse of the private messaging system may lead to warnings (as above) and/or the revocation of private messaging.
Avatars are subject to the same conditions as posts with respect decency, and so forth.
Users abusing these rules will be warned and/or may lose their avatar privileges.
Warning and Banning
Spanish Town Mardi Gras Forum operates a three strike policy. Users will be warned a maximum of three times for any and all offences in a three month period. If the need arises for a fourth warning a temporary ban will be put in place of between 1 to 7 days.
Arguing with Moderator team members after having received a warning will lead to an immediate additional warning. Should this exceed three strikes a temporary ban will be put in place as above.
Users who feel they have been unfairly warned are welcome to contact the administrator. If they feel you were treated badly they will remove a warning, if not the warning stands. Their decision is final.
Any attempt to circumvent a temporary ban will lead to that ban being made permanent. Circumvention includes re-registering under a non-banned username, changing IP addresses to evade an IP ban, registering a new email account to evade an email ban.
An exception to the three strike rule applies when users contact the administrator or Moderator Team members personally (via any method) and post insulting, indecent or vulgar material. Such users may be subject to an immediate permanent ban.
Permanent bans are a last resort and thought is given before implementing them. While Spanish Town Mardi Gras administration may consider lifting permanent bans from time to time this is a rare occurrence.


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New supply reached only 5,500 sq m in H1 2017, down by 82% y-o-y. This new addition to the stock was entirely pre-let. Total completions are set to amount to 91,000 sq m by year end. The expected new supply volume in 2017 represents a slight slowdown from last year, but in 2018 we foresee a sharp upswing on the back of the ongoing development wave.
Take-up in H1 2017 reached 115,500 sq m; largely in line with the corresponding period last year but below the long term average. Net absorption in H1 2017 totaled 26,900 sq m – declining 55% y-o-y, but still well above the level of new supply.
The vacancy rate continued its decline, standing at 8.6% by the end of Q2 2017, down by 0.6 pp q-o-q and 1.8 pps y-o-y. This is the lowest level on record and we expect further decline until the end of 2017, on the back of limited supply and a high pre-lease ratio.
The average asking rent in Q2 2017 stood at EUR 11.3, which was 3% above the level measured during the same period of the previous year.


text:
Haters Already Crying About Prop 8 Panel
The judges for next week's hearing on the overturn of Proposition 8 have been selected and the wingnuts are already screaming about judicial activists!!11one!
Via National Review:
The Ninth Circuit has just announced that the panel hearing the appeal of Judge Vaughn Walker's anti-Prop 8 ruling will consist of Stephen Reinhardt, Michael D. Hawkins, and N. Randy Smith. As regular Bench Memos readers know, Reinhardt (appointed by President Carter in 1980) may well be the most aggressive liberal judicial activist in the nation—and the most reversed judge in history. Hawkins, a 1994 Clinton appointee, is also regularly on the Left on the Ninth Circuit. Smith, who was appointed by President George W. Bush in 2007, is much more of a judicial conservative.The hearing is set for next Monday and as of today its telecast is still planned.
Labels: California, marriage equality, Proposition 8


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Summer is a busy time in Marion County, with more than a dozen major events between Memorial Day and Labor Day, spread between all corners of the county.
Chingawassa Days, Friday through Sunday in Marion. Friday events include an evening barbecue and ice cream social, followed by adult karaoke and concerts by Silver Bullet and Journey tribute band Revelation. Saturday events begin with a pancake feed at 7 a.m. in the park. Events, competitions, and demonstrations continue throughout the day, concluding with concerts by Silver Bullet, Lexi Larsen, and Love and Theft. A community church service will be at 10:30 a.m. Sunday at the USD 408 Performing Arts Center.
Route 56 Classic Cruisers car show, Saturday in Hillsboro. Registration is from 8 a.m. to noon in Memorial Park, and awards will be presented at 3:30 p.m. The registration fee is $15 for the Marion County Toy Run and a can of food for the Marion County Emergency Food Bank.
Bluegrass at the Lake, June 21 at Marion County Park and Lake. Open stage from 4 to 6 p.m. and bluegrass concert from 6 to 10 p.m.
Harvey House Museum picnic on the lawn, June 21 in Florence.
Marion City Library garden tour, June 28. Tours of well-kept lawns and gardens are from 8:30 a.m. to 1 p.m.
Peabody Fourth Fest, July 4 in Peabody. The largest ground fireworks display in Kansas is after sunset.
Redneck in Ramona, July 4 in Ramona. Two-mile and 10-kilometer fun run at 7:30 a.m.; benefit car show from 10 a.m. to 4 p.m.; barbecue at noon; three-on-three basketball at 1 p.m.; activities on Main St. at 5 p.m.; Redneck Parade at 6 p.m.; and concert by Justus Band at 7:30 p.m. with fireworks after sunset.
Burns Community Hog Roast, July 19.
Marion County Fair, July 23 through 26 in Hillsboro. Events include 4-H and open-class displays, a parade, demolition derby, rodeos, antique tractor pull, carnival, petting zoo, and more.
Goessel Country Threshing Days, Aug. 1 through 3. Events include exhibits of antique farm equipment, ethnic Mennonite food, a sand volleyball tournament, and more.
Run For Your Momma, Aug. 9 at Marion County Park and Lake. Half marathon and fun run. Paddleboat races at 10 a.m.
Tampa Hog Roast, Aug. 23 in Tampa. Meal at 6 p.m. and dance by Justus Band at 7:30 p.m.
Florence Labor Day, Sept. 1 in Florence.


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On December 19th, a sheriff's deputy was shot and killed during an attempt to serve a "no knock" warrant near Sommerville, Texas. Just before 6:00 A.M. an 8 member SWAT team broke through the door of Henry Goedrich Magee to serve a warrant which would permit the team to search the mobile home in which Magee and his pregnant girlfriend were living. Reacting to the pre-dawn, forced entry Magee grabbed a rifle propped against a bedroom door frame and fired at the unidentified intruders, killing 31 year old sheriff's deputy Adam Sowders. No one else was injured and Magee was taken into custody. He is being held on $1 million bail and has been charged with capital murder, punishable in Texas by life in prison without possibility of parole or death by lethal injection.
These are the broad facts of the case as first reported by a number of print, radio and TV sources. The following additional information has been made public during the past few days:
1.) The "no-knock" warrant was issued at the request of Deputy Sowders who was proceeding according to information provided by an investigator who told the officer that Magee "…was growing marijuana and possibly had stolen guns, as well as other drugs inside his home." According to Magee's attorney, Dick Deguerin, four weapons were recovered by police; 3 legally owned by Magee, one legally owned by Magee's mother. Also according to Deguerin, the only drugs found in the home consisted of a small number of marijuana plants, constituting "…a misdemeanor amount." The warrant itself was signed by District Judge Reva Towslee Corbett. As a copy has yet to be made available, it's not known whether the warrant was for a drug search only or also for a search for firearms.
2.) According to the AP, "Magee has been arrested twice for driving while intoxicated and twice for possession of marijuana." The Bryan-College Station Eagle writes that Magee "has a felony and misdemeanor drug conviction." According to Texas law, a resident with a felony arrest may own a weapon IF 5 years have elapsed since the felony conviction or end of parole. The weapon must be kept at the individuals home. None of the sources make it clear if this statute applies to Magee.
3.) Speaking for his client, Deguerin told the media that Magee and his girlfriend were awakened by the sound of "explosives" which seemed to be going off near the front windows and a loud banging on the front door. Magee claims he did not know that law enforcement officers were responsible for the noise or the break in.
4.) A spokesman for the Burleson County Sheriff's Office said she "…did not know if or how deputies announced their entrance into the home." None of the deputies were wearing body cameras and it is unknown if dashboard cameras on police vehicles were operating.
It's a safe bet that a mountain of additional information will be forthcoming should Magee stand trial. But based upon the information that has been released, should Henry Magee have been charged with capital murder? In fact, should he face a murder charge of any kind? IF the SWAT team (as it was called by Texas Ranger Andres de la Garza) entered without identifying its members as law enforcement officers, did Magee have an absolute right to shoot, given that he feared for his life, that of his girlfried and of their child? Must officers accept any risk which goes along with the serving of a "no knock" warrant, the purpose of which is to confuse, intimidate and catch suspected criminals off guard?
It is perhaps a tragic irony that Deputy Sowders himself requested Judge Corbett issue the no knock warrant which might have contributed to his death. With prior arrests for drunk driving and possession of marijuana, it's difficult to imagine that such a warrant would have been issued at all. Assuming Magee was not engaged in criminal activity as yet unreported, shouldn't SWAT team tactics be reserved for individuals with far more extensive records, or suspected of more serious offenses?
Countless articles have recently been written about the "Militarization" of police departments across the U.S. If police are preparing for "war" against the American public, it seems likely that shoot-outs between citizens and officers could become all to common.
Photo Credit: Standard Compliant


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England Coast Path: Isle of Sheppey
Find out about the progress of improving coastal access – including maps, process and timing – in Kent.
Map of the stretch
Natural England has begun to investigate how to improve coastal access along a 51km stretch of the Kent coast around the Isle of Sheppey.
Officers from Kent County Council and Swale District Council are providing Natural England with expert local advice and helping to make sure there is full consultation with local interests during the development of the route.
Stage of progress
Stage 2 and 3: Develop and Propose
Natural England is now visiting all the land on this stretch of coast that is likely to be affected by our proposals and discussing the options in detail with:
- people who own or manage the land
- relevant local and national organisations who have an interest in the stretch.
After final discussions have been held with those who have a legal interest in the land, Natural England will begin refining and checking their proposals to improve access to this stretch of coast. This may start sooner for some sections of the stretch than others.
The proposals will be finalised and then published in a report to the Secretary of State for Environment, Food and Rural Affairs. This is expected to take place in winter 2020. Once published, the report will be available on GOV.UK and advertised in the local press.
Copies of the report will be placed in council offices and other appropriate locations in the local area for people to view.
Natural England will contact affected owners and occupiers and the local and national organisations that must be notified by law, to make sure they're aware that the report has been published.
Next steps
Stage 4: Determine
Once the report has been published, you'll have 8 weeks to comment on the proposals.
Anyone who wishes to comment will be able to make a representation on the report and owners or occupiers of affected land will be able to make an objection.
The Secretary of State will consider all representations and objections before making a decision about approval of Natural England's report.
For advice on making a representation or objection, see the detailed guide below.
Find out more about the England Coast Path
See information about all stretches in preparation around England's coast.
The coastal access scheme gives details of the process being followed to improve access to the coast.
Contact the coastal access team
Contact Natural England with any comments, suggestions or queries you have about improving coastal access.
England Coast Path delivery team (South east)
Natural England
Floor 9, International House
Dover Place
Email firstname.lastname@example.com
Telephone 020 8026 8045
See the map below for information about progress on improving coastal access in other parts of the south of England.
Last updated 4 June 2019 + show all updates
- Removed the sentence giving a date for when access is expected to be ready. Publication of the report is expected in winter 2020.
- Date amended: access expected to be ready in 2020.
- Updated page to show stretch has moved to stage 2 and 3: develop and propose
- First published.


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Newsletter Archives
Below is a link to the list of the newsletters that we have distributed to our online mailing list. Be sure not to miss the next issue by adding your email address to our online list.
To opt in, type your email address in the sign up field.


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Today the Swiss National Bank intervened in a dramatic way to weaken the Franc, which has been rallying like crazy due to European investors searching out a safe-haven.
One obvious beneficiary of a weaker Franc: Swiss exporters.
And one industry -- the country's famous watch industry -- has already applauded the SNB's measure.
And of course, there's no bigger name in Swiss watched than Swatch, which is why its shares immediately rocketed on the news.
Granted it faded a bit afterwords, as some of the euphoria wore off, but still, good times in the timekeeping business.


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Nick Roach wasn't drafted in the first round, never won a Butkus Award and throughout his www.bearsofficialnfl.com/Authentic-Henry-Melton-Jersey six-year NFL career has managed to avoid the spotlight for all the right reasons.
All of which made him the ideal choice to replace the departed Rolando McClain as the Raiders middle linebacker.
"I wouldn't know," Roach said Saturday, preferring to avoid comparisons with one of the most colossal draft busts in franchise history.
Roach is in the middle of a retooled defense that could have as many as nine new starters. He's understated, unimposing (6-foot-1, 234 pounds) and everything coach Dennis Allen is looking for in a defensive leader.
Claimed by Chicago off the practice squad of the San Diego Chargers in 2007, Roach played six seasons with the Bears at inside and outside linebacker.
"I've been extremely impressed with him as a young man, the way he goes about his business," Allen said. "He's extremely smart. He's just as good against the run as the pass. He was outstanding in Chicago, but he just happened to be in the shadow of Lance Briggs and Brian Urlacher."
During Henry Melton Authentic Jersey passing drills, Roach managed to stay with fleet running back Darren McFadden on a corner route, breaking up a pass in the end zone. When practice came to a close, Roach met McFadden in the backfield on a draw play, withdrawing upon contact in the non-padded session.
Humble beginnings as an undrafted rookie out of Northwestern have kept Roach grounded. He sees every camp the same way he did when trying to make the Chargers practice squad.
"In my mind, you've got to make them see something in you to keep you around because it's performance-based," Roach said.
McClain was an enigma from the day he arrived as the No. 8 pick in the first round out of Alabama in 2010 to the time he was suspended last season after a confrontation with Allen. His issues with law enforcement in his hometown of Decatur, Ala., were well-documented.
Signed by the Baltimore Ravens after the Raiders cut him this offseason, McClain abruptly retired from football, which was fitting in that he seldom displayed any joy playing as a professional.
Roach displays all the qualities Allen and general manager Reggie McKenzie hold dear.
"I talk about guys that we want on this team that love football, are willing to work and www.bearsofficialnfl.com put the team first," Allen said. "He epitomizes all three of those characteristics."
Related Articles:
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The natural-gas drilling boom in the Marcellus Shale could be the key to ending a 6-year hiatus in air service between Wilkes-Barre/Scranton International Airport and the second-largest city in Pennsylvania.
A study examining the feasibility of providing commercial air service between Pittsburgh International Airport and 13 intrastate regional airports is halfway complete, said Jeffrey Hartz, a senior consultant at Mead & Hunt, the group hired to complete the report.
Funded in part by the Allegheny County Airport Authority, the study is designed to develop business plans - including possible costs and flight schedules - and market analyses for airport boards to present to interested airlines.
The study will assess the demand for adding connecting flights on a market-by-market basis and provide information, including how full an aircraft must be on a daily basis in order for an airline to profit.
"The goal is to determine if intrastate service could be relaunched and under what conditions," said Mr. Hartz. He added that the organization is conducting "leakage studies," which measure the loss of area customers to other airports, and tracking those passengers' final destinations.
"What traffic can we bring back to the airport by doing this?" asked Mr. Hartz, who said there isn't a timetable for completion of the study. "We need to determine the true market demand before we can answer whether (adding flights) is worth it for airlines."
Though work is left to do, aviation officials have a quiet sense of optimism fueled by the recent explosion in Marcellus Shale drilling, according to Gabe Monzo, chairman of the Pennsylvania Air Service Committee.
He said shortly after US Airways dropped its hub status at Pittsburgh in 2004, flights between the airport and intrastate regional airports, including Wilkes-Barre/Scranton, were eliminated.
But the recent increase in natural gas drilling in the Marcellus Shale has bolstered the demand for adding service from Pittsburgh to regional airports, said Mr. Monzo, citing the out-of-state gas companies that have set up shop in Western and Northeast Pennsylvania.
"Pittsburgh offers daily flights to traditional gas cities like Houston and Dallas," Mr. Monzo said. "In addition to all the public traffic, providing service from Pitt to regional airports would provide gas companies a more efficient route to get to and from drilling sites."
Starting April 14, two airlines operating at Pittsburgh International - United and SouthWest - will offer daily flights to Houston, confirmed airport spokeswoman JoAnn Jenny.
The airport services Dallas through American Airlines, which Ms. Jenny said is a "very popular business route."
"We think it's a good opportunity to expand and grow, but there are a lot of factors involved, like trying to find an airline willing to provide the service," she said. "In the end, only a couple of the community airports - if any - might be capable of doing so."
Wilkes-Barre/Scranton International Airport Director Barry Centini is hopeful the Pittston Twp.-based airport is one of them and has been since June 2, 2007, when US Airways ended its service between Wilkes-Barre/Scranton and Pittsburgh.
Like Mr. Monzo, Mr. Centini sees an opportunity in the natural gas drilling in the Marcellus Shale. He cited the drilling boom as a reason the airport reached a record high in the number of passengers boarding planes in 2011, when gas company workers flocked to the area via connecting flights from the Philadelphia International Airport.
"We think it's always been a natural connection, especially because the gas industry people are doing business on both sides of the state," Mr. Centini said. "The study will determine if it's lucrative enough, so we will have to wait for the report to get released."
Once the study is completed, Mr. Hartz of Mead & Hunt said officials will meet with each airport board to discuss the results and the possible next steps. Once presented with the costs and expected traffic, each board will decide if they want to pursue the connection.
In the meantime, Mr. Centini said he plans to continue speaking with airlines in an effort to restore commercial air service between Wilkes-Barre/Scranton and Pittsburgh.
"We believe that a flight that leaves here early in the morning to get back to Pittsburgh, and then makes a connection to Houston or Dallas is an option," said Mr. Centini, though he said no agreement between the airport and an airline has been reached. "We talk to airlines all the time about it."
Mr. Centini and local aviation officials aren't the only ones on board with the plan.
Marcellus Shale Coalition community outreach manager John Augustine said "increased commercial aviation access to smaller airports throughout the commonwealth, including to Wilkes-Barre/Scranton International, would be welcomed news."
Though he, too, understands it could be awhile - if ever - before the service is provided.
"Given the evolving nature of our industry's activity, it's understandable that airlines would prudently take their time in evaluating which routes could be operated economically and serve other segments of the economy in addition to natural gas," Mr. Augustine said.
A spokesman for US Airways, Todd Lehmacher, declined to comment on specific routes the airline could be reviewing, but said "smaller cities such as Wilkes-Barre/Scranton are critical to the success of the US Airways network as they provide an important flow of customers to our connecting hubs such as Philadelphia ⦠I can tell you our schedule planning team is constantly evaluating opportunities that make the most sense for both the airline and its customers."
Contact the writer: firstname.lastname@example.com, miorfinoTT on Twitter


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A few weeks ago Google launched a new feature intended to provide users with whois data in Google's main SERPs. By entering a query like "whois google.com" users are returned new whois data including creation and expiration dates in Google's main results. In addition to the new feature, Google provides users the option for more information via "Whois record for google.com" link which resolves to domaintools.com. After linking directly from Google's main search results to domaintools.com, users are greeted with various details about the domain including website title, description and even an "SEO Score" provided by domaintoools.com.
After linking from Google's main SERP to domaintools.com you might notice, there are lots of ads provided by Google. If you look closely, right along side those Google ads you'll find paid links passing PageRank at domaintools.com. Paid links passing PageRank are a violation of Google's Webmaster Guidelines and grounds for being banned from Google. In this case Google is linking to pages with paid links passing PageRank!
Here is an example using the cached text version of the domaintools.com landing page linked to by Google for the query "whois google.com" http://220.127.116.11/search?.... In it you'll notice http://vpslink.com... is a paid link passing PageRank. As I mentioned at SearchEngineWatch.com the paid link domain ranks #1 for the keyword term used in it's ALT anchor text at domaintools.com and linked to by the Google Whois feature.
If you would like more information about paid ads at domaintools.com and have $10k per month, click on the "Sponsor us" link to the right of the Google search box. I've not seen many banner ad landing pages with a PR of 6!
- beu
UPDATE: - In response to this post being picked up by blogoscoped.com, Matt Cutts (Head of Google Web Spam Team) confirmed earlier today that DomainTools.com is now in compliance with Google's Webmaster Guidelines. DomainTools is now blocking ads with paid links passing PageRank via robots.txt. Sincere and special thanks to Matt, Google and DomainTools.com for swiftly resolving this issue!
- beu


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Just up at The Mindful Hack
Evolutionary psychology: Why it is on the way out, with last year's magazines
Laugh and the world laughs with you, cry and ...
Daydreaming: Neuroscientist calls it key to creativity, unimaginative boss still calls it loafing
Empathy: Hath not a Jew eyes?
Free will: Understanding what it means
Neuroscience and science fiction: Can we cure everything by advanced technology?
The Mindful Hack is my blog on neuroscience and spirituality issues, which supports The Spiritual Brain.
(Note: If you follow me at Twitter, you will get regular notice of new Mindful Hack posts, usually when I have posted five or so stories.)


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Full-Day Workshop Pricing
$255 Employee Member (early-bird rate)
$305 Employee Member (standard/walk-in rate)
$395 Career Builder Member (early-bird rate)
$445 Career Builder Member/Non-Member (standard/walk-in rate)
$45 Cancellation Fee (see policy below)
Workshop Registration and Policies
Please refer to our 2018-19 Professional Development Course Catalog for a complete description of CASBO's workshop registration and policies, including continuing education units, certification requirements, and membership and early-bird savings.
Late/Walk-in Registration
The deadline to register for workshops is five (5) business days before the date of the event; any registrations after that must be completed onsite and will be accepted on a space-available basis only. Walk-in registrations must be accompanied by a purchase order or check (no cash or credit) for the walk-in registration fee. In the event there are not enough materials available for walk-in registrants, CASBO will mail materials after the workshop at no charge. (Walk-in registrants must contact firstname.lastname@example.com to request these materials.)
Cancellation Policy
Cancellation requests must be in writing. Registrants may fax their cancellation requests to (916) 447-3794, or email them to email@example.com. CASBO charges fees for ALL workshop cancellations. (For specific charges, please refer to the workshop pricing guide above.) There are no refunds for no-shows on the day of the workshop or for requests received less than ten (10) business days prior to the day of the workshop.
CASBO reserves the right to cancel any workshop with fewer than twenty (20) participants in a single location. If CASBO cancels a workshop, registrants will receive a full refund.
Please refer to our 2018-19 Professional Development Course Catalog for workshop description.
Questions or concerns? Please contact Alysha Heatherly, CASBO Professional Development Specialist, and she'll be glad to help!
Early-bird registration closes: 12/19/2018
Registration closes: 01/11/2019


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They generally mean the same, you mean?flicky1991 wrote:I guess the way in which they are equivalent is that both mean "I'm not talking about specific cases", but in a different way in each case.
English "or" just does not necessarily expect simultaneity. "I'll whitewash your fence only when you get me some whitewash or pay me an advance on my fee so I can buy it myself" does not mean that being handed a tin of whitewash with an envelope full of cash on top negates the prospect of you starting work. And "I am not staying in a hotel holding a jazz convention or hosting a school party on their way back from the alps" isn't an XNOR function.Of course, that's not the only term where the mathematical use is different from the everyday use - "or", for instance ("or" in general English would be like mathematical "xor").
Though "You can tell my ex-partner's solicitors that I will not accept taking custody of my beloved family dog or the house with the large yard" is clearly XOR. It has to be stressed to make this clear, though. (I even modified the dog description to indicate it wasn't unwanted, but in my head it still needed the explicit verbal stress.)
No real argument, just the result of mulling it over in my mind, and therefore subject to the same vagaries and imprecise threshold-mechanics as everything else that gets processed through wetware processors, no doubt.


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UW-Green Bay, Marinette Campus is committed to providing a safe and inclusive learning and working environment. We prohibit gender-based discrimination or harassment (including sexual misconduct, sexual harassment, dating/relationship violence, and stalking), as outlined in our policy and Title IX of the Educational Amendments Act of 1972.
We encourage all members of our educational community to seek support for and report all sexual misconduct, relationship violence, and gender-based discrimination. The Reporting Options website describes the different avenues you have to share your concerns, including confidential reporting options.
There are campus and community-based resources to help you respond to or manage sexual misconduct, dating/relationship violence, or gender-based discrimination. Visit the Resources webpage for information on your local campus contacts, law enforcement, medical and health care, counseling, and related support.
UW Colleges is committed to reducing sexual assault, relationship violence and stalking and harassment. The Sexual Assault & Violence Education (SAVE) program strives to meet the needs of victims and engage students in making informed decisions and healthy choices.


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After the remarkable of 17 member honorable bench of Supreme Court of Pakistan. Some players of democracy card join by some opportunists are playing Democracy Card and Ethnic Card.
NRO case was in pending before emergency SC just gave a ruling on that . Most of the criticism is based on speculation and this is being done either deliberately or due to ignorance of the facts.
Some points to think for people who are due to ignorance falling into this propaganda:
-Yes,Musharraf needs to be trialed but who is going to invoke article 6. SC has provided solid grounds for that in 31st July 2009 judgment.
-SC has now called for the list of loan-settlements beneficiaries from banks and it will involve all.
-Karachi and Lahore land mafia cases are being opened.
-Recently Karachi City Government's acres of land is taken back from Army control by SC.
-PPP has a great chance to bring the khakis to justice as well if they come out of the deals they have made.
-Missing persons case is reopened including Dr. Aafia case and the delay is being done by agencies and so called democratic government.
-Bugti case has been registered and in the courts.
And their numerous other good things which are happening .
Establishment is playing games and they will not stop this but it doesn't mean we start falling into their trap.
Only thing which will stop them for another MERAI AZIZ HAM WATNON or something similar (which is being planned) is a strong judiciary and a good way to keep judiciary out the equation is to destroy its reputation.
Weaknesses are there and if any one has a problem with any judgment then why don't they challenge it in the court or at least they should have defended it properly in the court if the whole drama is for NRO .
The criticism over creating a team of judges to supervise accountability cases is baseless as their are examples of similar for terrorism cases but no one criticize that. It's the job of superior judiciary to see what is happening in lower courts. Another thing it will do is to ensure the proper trial without any delays like it has been the practice which was also criticized by many.
The other thing which is being propagated is why only Swiss cases are opened?
This is not the true picture Swiss cases were especially mentioned because it involves international courts otherwise the judgment says to open all the cases.
We need to slowly move towards a system of social-economic justice without losing our track.
These plutocrats (not democrats) are playing democracy card and ethnic card like khakis play national security card.
For once we need to go for across the board accountability without becoming a prey of illusions created by the players of National Security Card, Democracy Card, Shaheed Card, Ethnic Card, Sectarian or any other Card.


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|NVIDIA Unified Architecture
Fully unified shader core dynamically allocates processing power to geometry, vertex, physics, or pixel shading operations, delivering an incredibly true-to-life 3D graphics.
|NVIDIA Lumenex Engine
Support for 128-bit and 64-bit floating point HDR with up to 16x anti-aliasing delivering vividly realistic lighting effects while obliterating 'jaggies'.
© 2006 Offset Software. All rights reserved.
|Microsoft DirectX 10 Geometry Shaders
Dynamic geometry creation smoothes surfaces and enables incredibly detailed environments, shadows, and effects.
|NVIDIA Quantum Effects Technology
Advanced shader processors architected for physics computation deliver amazing performance and visual effects such as smoke, fire, and explosions.