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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.56 n.1 Midrand Jan. 2014
The application and interpretation of linear finite element analysis results in the design and detailing of hogging moment regions in reinforced concrete flat plates
S A Skorpen; N W Dekker
Finite Element methods have been used by civil and structural engineers since the 1960s, and the theory behind this is well researched. However, there is still a lack of direction on how to use the information obtained from this type of analysis to practically design a structure for strength and serviceability criteria. Design codes are broadly based on simplified calibrated strength models and are consistent with simplified and practical detailing.
In this paper traditional methods of analysis of a simple pad foundation are compared with the linear finite element method, and the results compared to experimental results. The following questions are answered:
■ Are the traditional simplified methods adequate with respect to overall strength?
■ To what extent may finite element peaks or singularities be averaged or smoothed without compromising durability and serviceability?
■ How should the reinforcement obtained from linear finite element methods be detailed?
d = effective depth of reinforcement in a slab or footing (mm) h = depth of concrete in a slab or footing (mm)
B = shorter plan dimension of a footing (mm)
D = longer plan dimension of a footing (mm)
Ms = smoothed support bending moment (Nmm)
Mp = peak moment at the centreline of the support (Nmm)
Fs = support reaction (N)
bs = width of support column (mm)
Concrete design codes, SANS 10100 and Eurocode 2, currently in use, contain calibrated strength models enabling the user to calculate a safe resistance of a structural member. In many cases, such models are simplifications of quite complex failure modes. Load effects obtained using appropriate methods of analysis provide values of bending moments, shear forces and axial forces. Local peak effects (singularities) cannot be calculated using the traditional methods of analysis. The simplifications are justified, by and large, by the ductile behaviour of the members. The reliability of the models has been proved by the lengthy process of calibration involved and the many structures that have safely resisted the applied loads. A specific application can be found in a plate with column supports. Significant differentiation in curvature over the supports is regulated by the traditional methods, by simple stepping requirements.
The advent of finite element methods of analysis provides absolute rather than average values of load effects and stresses. Practical detailing of structural elements does not generally take cognisance of the peak values obtained from more sophisticated methods of analysis. Given how long simple methods of analysis have been used, and the reliability attached to the proven methods, the use of more sophisticated methods of analysis should be applied in such a manner as to provide consistent results.
Finite Element (FE) methods have been used by civil and structural engineers since the 1960s (Carlton 1993) and the theory behind these is well researched. However, there is still a lack of direction on how to use the information obtained from this type of analysis to practically design a structure for strength and serviceability criteria. Design codes assume that the designer has engineering judgement and a 'feel' for the behaviour of concrete when using FE analysis (Brooker 2006).
FE plate structures are analysed using classic plate theory which has been formulated by considering equilibrium and strain compatibility in plates which are thin enough for shear deformations to not have a significant effect on the behaviour of the slab, and thick enough that in-plane and membrane forces are not important. Park and Gamble (2000) refer to these plates as "medium thick" but they are generally referred to as thin plates.
Thin plate theory is used for flat structures where transverse shear effects are not important, and is based on Kirchhoff's theory. Thick plate theory is used for flat structures where the effects of transverse shear must be included. This is based on Reissener's / Mindlin's theory which takes into account the effect of shear strain.
The basic assumptions of thin plate or shell theory are summarised by Rombach (2005):
■ Plane sections remain plane before and after loading
■ Linear strain distribution of the slab depth (Navier theory)
■ No strain at the middle of the plane
■ Stresses in the normal direction can be ignored
■ A thin slab (span/depth > 10)
■ Constant slab depth
■ Small vertical displacements, w << h (Order theory)
The simplified analysis of flat plate type structures, such as slabs and footings, described in most codes (TMH 7, SANS 0100 and BS8110) ignore transverse shear effects and assume that plane sections remain plane.
Where shear effects become important (i.e. deep beams where span/effective depth < 2) the member can be modelled using equivalent truss analogy.
FE analyses can be either linear or non-linear. Linear FE analysis is the most commonly used type, but is limited in its capabilities as it does not take cracking and softening of the concrete into account (Rombach 2004). This type of analysis is suitable for an ultimate limit state design check, but cannot be used to check serviceability deflection and cracking. Non-linear FE analyses model the cracked behaviour of the concrete by means of an iterative process, but are complicated and time consuming to set up, and the software cost is significantly more than a linear FE program. In practice, flat plate type structures are generally designed using a linear FE analysis, and serviceability compliance done with 'rule of thumb' span to effective depth ratio checks. The main criticisms of linear FE analyses are its use of elastic material properties, which result in overestimated support moments and underestimated deflections (Jones & Morrison 2005), and an impractical required reinforcement contour output. Figure 1 shows the typical transverse bending moment distribution in a pad footing.
A paper by Brooker (2006) gives recommendations for interpretation of a linear FE analysis of flat slabs and advocates averaging the peak moment across a larger area. The recommendation is to use the total bending moment under the FE moment curve, and apportion it as per the detailing rules given in BS 8110 (1997). This requires three quarters of the moment to be resisted by the column strip, of which two thirds are apportioned to the inner column strip. The remaining moments are resisted by the outer column strip and the edge strip.
In this paper traditional methods of analysis of a simple pad foundation are compared with the linear finite element method and the results compared to experimental results. The following questions are answered:
■ Are the simplified methods adequate with respect to overall strength?
■ To what extent (width) may peak values be averaged or smoothed without compromising durability and serviceability?
■ How should the reinforcement obtained from linear FE methods be detailed?
The intention is not to do a theoretical assessment of the finite element method, but rather to provide a practical explanation of how it can be applied to general structural engineering, giving guidelines on the required amount of reinforcement and placement thereof to satisfy ultimate and serviceability limit states.
The prescribed method for designing footings in most codes is consistent with the design requirements for flat slabs. In the methods described in the South African bridge code, TMH 7 (1989), and the South African concrete design code, SANS 10100 (2000), vertical loads are resisted by an equivalent beam with the same width and depth as the footing. Bending moments are not constant across the width of a footing, and it has been experimentally shown (Regan 1981) that they are highest on a line connecting the columns, and then reduce transversely. For this reason most codes prescribe the design of footings by considering a "column" and a "middle" or "edge" strip, with the column strip resisting approximately two thirds of the load effect and the middle strip one third. This apportionment varies between codes, and Table 1 summarises what various codes require. This approach is aimed at satisfying serviceability requirements by placing more reinforcement in regions of higher bending moment and thereby reducing curvature. In this paper the authors refer to this method as the simplified design (SD) method.
The significant advance in computer software technology in recent years has resulted in a surge in the use of finite element software to analyse the load effects in structures, and in particular flat plate type structures. The finite element method is an approximation in which a continuum is replaced by a number of discreet elements (Zienkiewicz et al 1976). Each component representing the system as a whole is known as a finite element. Parameters and analytical functions describe the behaviour of each element and are then used to generate a set of algebraic equations describing the displacements at each node, which can then be solved. The elements have a finite size and therefore the solution to these equations is approximate; the smaller the element the closer the approximation is to the true solution (Brooker 2006). The output from a linear finite element flat slab analysis is in the form of contour plots of stresses and moments. At a pinned support a section through these contour plots shows very large peaks in the stresses and bending moments. These peak bending moments can vary considerably depending on how the support conditions are modelled, and the element size. It is the opinion of the authors that the basics of using a linear FEM to analyse flat slabs is commonly understood by most designers. However, the modelling of column to flat plate connections is still open to numerous forms of interpretation and designer preference. The most common support models listed by Rombach (2004) are shown in Figure 2.
The models in Figure 2 can be interpreted as follows:
a. Full 3D continuum model - this models accurately, but is very time consuming.
b. Pinned supports over all nodes above the column - this is not suitable where the column is relatively flexible.
c. Encased supports assigned to the edge of the column in the shell model - this is not suitable where the column is relatively flexible.
d. Spring supports assigned to the column area in the shell model.
e. Rigid column head - this allows rotation of the column cross section and is suitable for flexible columns.
f. Point support at one node - this is the least accurate way of modelling a support, but probably the most commonly used.
Peak load effects (singularities) in elastic FE models are consistent with high elastic stresses. These peaks are reduced by yielding and cracking, or 'softening', of the concrete, and are never actually realised in real structures. In a two-dimensional analysis, the bending moment in a one-way spanning slab supported on pinned supports is generally smoothed using the following equation given by Rombach (2004):
Ms = smoothed support bending moment
Mp = peak moment at the centreline of the support
Fs = support reaction
bs = width of support column
Singularities in FE analyses commonly occur where pinned supports and concentrated loads are modelled. The stress and bending moment contour output from a finite element modal will indicate peaks as shown in Figure 1.
Flat slab/plate behaviour is three-dimensional and much more difficult to analyse. It is widely accepted that these singularities in a flat slab analysis do not need to be considered in design. However, if this is assumed, then it is not clear to what extent a peak value obtained from a simplified FE model may be smoothed or averaged in a two-way spanning slab.
The typical output from a linear FE analysis of plate elements gives bending moments in the x and y directions Mx and My and a local twisting moment Mxy (see Figure 3). This twisting moment takes the three-dimensional behaviour of a flat slab into account. However, it does not act in the direction of the reinforcement. A popular method of including the twisting moment is known as Wood-Armer moments, and most design software will automatically calculate the Wood-Armer moments for the user. The Wood-Armer moments were developed to take complex loading into account, where the twisting moment Mxy needs to be considered (Denton & Burgoyne 1996). There are four components - top (hogging) moments in the x and y directions MxT and MyT, and bottom (sagging) moments in each direction MxB and MyB. This method is conservative and these moments form an upper limit envelope of the worst-case design moments. The four components can be used to calculate the required reinforcement for each of the reinforcement layers in a flat slab type structure. (Brooker 2006)
Modern codes allow for nonlinear analysis of reinforced concrete structures, but in practice such a complex analysis is seldom justified due to the large amount of work required and the cost of suitable software. Designs are usually based on linear-elastic material behaviour, assuming that the ductile properties of reinforced concrete allow for a limited redistribution of forces. Rombach (2004) states that the accuracy of such a simplified approach is generally sufficient. A conservative design approach is to have two slab models, one where columns are assumed to be pinned supports to determine the worst case sagging moment, and the second where the column supports are fixed to determine the worst-case hogging moments. Eurocode 2 does not prescribe a specific analysis or dictate how to interpret FE method load effects, which are open to a wide range of interpretations depending on how the column supports are modelled. Most commonly used FE packages give no clear directive on how to detail the reinforcement for flat slabs designed using FE. In general it is accepted that the design engineer will use the required reinforcement contour plots to decide how to place the slab reinforcement. It is, however, obvious that if the FE reinforcement contours are followed exactly this would lead to a very impractical reinforcement layout.
From the above it is clear that when designing and detailing, using FE analysis, a great deal is left up to engineering judgement.
FLEXURAL CAPACITY OF FOOTING CALCULATED BY THE SIMPLIFIED METHOD AND FINITE ELEMENT METHODs
In order to assess load effects in a linear elastic FE model, the design of a simple foundation pad footing was undertaken using simplified design methods (SD), and then compared with the results of a linear elastic FE model of the same footing. The moment variation at the critical design section (i.e. at the face of the column) for both methods of analysis was compared.
The analysis of a reinforced concrete pad footing is a multi-parameter problem. The stiffness of the flat slab is significantly influenced by the non-linear properties of concrete (i.e. cracking, which in turn influences member forces and deflections), and furthermore there is the added complexity of soil-structure interaction. The deformation characteristics of the soil can play a significant role in the distribution of the pressure and hence the load effect. For this exercise a conservative uniform bearing pressure under the footing was assumed, with the column acting as a support.
The moments obtained from the FE analysis are also very sensitive to how the supports are modelled in the FEM, and to the slab geometry. The effect of the support model was considered by analysing a square footing and changing the way the supports were modelled; and the effects of geometry was considered by analysing a combined loading rectangular footing and varying the thickness.
The conventional flat slab/footing design method described in the South African bridge code TMH 7 (1989) was used for the simplified method of design. The critical section for the design of the flexural hogging reinforcement in the x and y directions is taken at the face of the column (Figure 4). If the width of the footing is greater than 1.5(bcol + 3d) the code requires the slab to be split into column and middle strips, and designed and detailed accordingly, where bcol is the column width and d the effective depth to the tension reinforcement of the slab. The width of the column strip (w) is thus governed by the width of the column and the depth of the slab using the equation w = bcol + 3d. The column strip is then designed to resist two thirds of the total bending moment, and the middle strip is designed to resist one third of the total bending moment.
Finite element method: the effect of how the supports are modelled
To get an indication of how the support model effects FE moments, a square footing was analysed with the different support conditions described by Rombach (2004), and the following noted for each, as summarised in Table 2 and shown Figure 5:
■ peak My axis moment (FE Mpeak)
■ peak Wood and Armer moment (FE Wood and Armer Mpeak)
■ total My axis moment - the sum under the moment curve at the face of the column (FE Mtotal)
■ total Wood and Armer moment - the sum under the moment curve at the face of the column (FE Wood and Armer Mtotal)
These peak and total moments were then compared to the SD column strip (SD Mcol) and total moments (SD Mtotal), as well as the concentrated SD column moment where two thirds of the column strip moment are concentrated into an inner column strip. The applied load corresponded to a typical pressure under a footing founded on dense sand (SANS 10160 1989).
The pad foundation was modelled using the linear elastic FE program Prokon (2012), which is available to the majority of designers in South Africa (see Figure 5). It consisted of square 0.025 m x 0.025 m plate elements. The elements used to analyse the pad foundations are discreet Kirchoff-Mindlin quadrilaterals which provide good results for both thick and thin plates and are free from shear locking. Shear deformations are not considered here, as the cantilever span to depth ratio was relatively low. The following is a summary of the results shown in Figure 6 and Table 3:
■ For each different support model the total FE Mx or My moments were the same as the total SD moment.
■ The total FE Wood and Armer moment was greater than the SD moment (up to 20% more), because Wood and Armer moments are design moments, which include the Mxy twisting moment.
■ The peak FE Wood and Armer moments were higher than the peak FE Mx or My moments because of the Mxy twisting moment.
■ The Mxy twisting moments were significantly affected by how the supports were modelled.
■ Different supports (constraint) conditions caused the FE Mx or My peak moment to vary by as much as 36%.
■ Different supports (constraint) conditions caused the FE Wood and Armer peak moment to vary by as much as 88%.
■ The FE peak Mx or My moment can be more than double the SD column strip moment, depending on the support model.
■ The column strip moment approaches the FE peak moment if the concentrated column strip detailing rules specified in SANS 10100 Cl are used.
■ The most realistic moment distribution through the footing was obtained from modelling the columns support as a 3D continuum and modelling the edge of the column with springs. The peak moment is within 5% of the inner column strip-stepped SD method moment.
■ For both spring models the sensitivity of the model to support models was checked. In general a more realistic moment distribution was obtained as the stiffness of the spring decreased.
■ Ignoring the stiffness of the column, and modelling the support as pinned over the footprint of the column, show reverse curvature in the column area (see Figures 3 and 6). This reduction in moment over the column could be attributed to the fact that fixing the translational degrees of freedom on the column footprint prevents the movement at the nodes, while curvature within the element still occurs and therefore a reduced moment over the footprint of the column is observed. If the rotational degrees of freedom are also fixed in the column footprint, the moment over the column reduces to almost zero, which in reality is impossible.
Adequacy of the simplified method
The pad foundation requires bottom reinforcement in the transverse (x) and longitudinal (y) directions to resist the My and Mx hogging moments respectively.
The Simplified Design (SD) method of analysis results in a constant moment, which is then split into a column strip moment and an edge strip moment for the pad foundation. The column strip can be stepped again by concentrating two thirds of the column strip moment into half of the column strip width to form an inner and outer column strip, according to the detailing rules of SANS 10100 Cl 188.8.131.52 (see Figure 7).
Considering the results of the FE analyses with different support constraints, the supports modelled with full 3D continuum are the most realistic and will be used for comparison with the SD analysis. The linear FE moment outputs are the Mx and My moments and the commonly used Wood-Armer moments, which include the twisting moment Mxy. Figure 8 shows the FE Mx moment contours for the hogging moments in the pad foundation. Figure 9 shows the FE Wood and Armer moment contours for the MxT and MyT hogging moments in the pad foundation.
A section taken through the SD and FE bending moment diagrams at the face of the column in the x and y directions is shown in Figure 10. Both the peak FE My and Mx hogging moments occur at the face of the column as there is a cantilever on both sides.
A section through the FE moment contours shows a realistic moment distribution, increasing to a maximum value at the support. To simplify this for the design of flat plates the column strip rules were introduced. The column strip requirement of the simplified design method ensures an increase in the design moment over the column strip as the peak moment in the FE analysis increases. As the FE peak moment increases, the SD column strip reduces, resulting in an increased SD moment.
The integration of the area under the moment diagram gives the total SD and FE load effect. The total SD design moment and total FE Mx moment are the same. This does not change with geometry or constraint model, as the principle of equilibrium has to apply. The total FE Wood and Armer design moments are, however, greater than the SD design moments. These moments were intended for use in design where the twisting moment needs to be considered, and, because of the unique solution and optimisation requirement, the capacity is always greater than the applied moment (Denton & Burgoyne 1996).
Finite element method: the effect of varying slab geometry
The influence of slab geometry on an FE analysis was considered by modelling a pad spread footing supporting two columns, and then varying the footing depth. The column size was calculated to meet the criterion of a 0.4fcu MPa maximum concrete stress, South African bridge code TMH 7 (1989), in order to maximise local effects. A range of footing depths (h) was then considered, varying in 100 mm increments from 400 mm to 1 300 mm, with a constant load effect. The chosen variation in footing depth covers a range of reinforcing percentages from maximum to nominal values. It also allows a study of the variation in peak values in FE methods. For the purposes of this study only resistance to hogging (negative) bending moments was considered. Resistance to the sagging (positive) moments, shear and punching forces was not investigated. The authors note that, as a footing's depth decreases, so punching becomes the governing failure mechanism. Figures 11 and 12 show the overall footing dimensions, and the analysis parameters are summarised in Table 4.
The pad foundation was modelled using the linear elastic FE program Prokon (2012), which is available to the majority of designers in South Africa. The model as shown in Figure 13 consisted of square 0.25mx0.25m plate elements (span/10 is recommended by Brooker (2006)) with column supports modelled as 3D continuum models, as this gives the most realistic moment distribution. The elements used to analyse the pad foundations are discreet Kirchoff-Mindlin quadrilaterals that provide good results for both thick and thin plates, and are free from shear locking. Shear deformations are not considered here in order to be consistent with the code requirements. The authors note that shear strain and deformation should be considered in thick pad foundations.
The worst-case negative (hogging) bending moment envelope along the face of the support in each direction was then used to design the required finite element model (FE) reinforcement.
Adequacy of the simplified method
The pad foundation requires bottom reinforcement in the transverse (x) and longitudinal (y) directions to resist the My and Mx hogging moments respectively, and top steel in the longitudinal (y) direction to resist the Mx sagging moment.
The linear FE moment outputs used were the Mx and My moments and the Wood and Armer moments. Figures 14 and 15 show the moment contours in the x and y directions for a pad foundation depth of 700 mm. Figures 16 and 17 show the FE Wood and Armer moment contours for the MxT and MyT hogging moments in the pad foundation with a depth of 700 mm. The effect of the twisting Mxy moment at the constraints (column) can be seen in the Wood and Armer moment contours.
A section taken through the SD and FE bending moment diagrams at the face of the column in the x and y directions for pad foundation depth of 700 mm is shown in Figure 18. Both the FE Mx and My moments and the FE Wood and Armer moment are shown in the graph.
The peak FE My hogging moment occurs on the cantilever side of the column, whereas the peak FE Mx hogging moment is mirrored about the pad foundation centreline, as there is a cantilever on both sides on the column. The Wood and Armer design moments are greater than the SD design moments, as these moments include the twisting Mxy moment. Because of the unique solution and optimisation requirement, the Wood and Armer moment is always greater than the applied moment (Denton & Burgoyne 1996).
The peak FE moment Mpeak (maximum FE hogging moment) was affected by the curvature of the pad foundation. As the stiffness of the footing decreased the peak FE moment increased. The SD method of analysis results in a constant moment which is split into a column strip and edge strip moment. The column strip requirement ensures that as the FE peak moment increases with a footing depth decrease, the SD column strip reduces, resulting in an increased SD moment, thus ensuring that the increase in curvature is provided for.
The integration of the area under the moment diagram gives the total SD and FE load effect. The total SD design moment does not vary with the change in pad foundation depth, as the self-weight of the pad foundation does not have an effect on the applied load effect. The total FE Mx and My moments are also constant with respect to change in footing depth, and are the same as the SD design moments. The FE Wood and Armer moments are affected by the twisting moment, which in turn is affected by how the constraints are modelled, and slab geometry. An increase in slab stiffness leads to an increase in the twisting Mxy moment. A comparison of the total FE Mx and My moments (equal to total SD moment) to the total FE Wood and Armer moment for My and Mx is shown in Figures 19 and 20.
The total FE Wood and Armer moment My (cantilever) was approximately 5.6% greater than the total SD moment at a depth of 400 mm, increasing to approximately 6.9% at a depth of 1 300 mm, i.e. a 23% increase. The principal axis moment was the same as the SD moment.
The total FE Wood and Armer moment Mx (beam) was approximately 10.5% greater than the total SD moment at a depth of 400 mm, increasing to approximately 16.5% at a depth of 1 300 mm. The principal axis moments were the same as the SD moment.
Peak load effects (singularities) in linear FEM
Figure 21 shows the change in the SD moment, column strip and middle strip, compared to the FE peak moment (Mpeak), as the depth of the pad foundation (h) varies. Both the Mx and My moments and Wood and Armer moments were plotted, and the SD requirement of differentiating between the column and middle strip is shown. For a pad foundation width of greater than 1.5 x (bcol + 3h), the transverse distribution of curvature has reduced sufficiently so as to not warrant the differentiation between the column and middle strip.
The Mx FE Mpeak moment remained constant as the footing depth increased. The My FE Mpeak moment decreased with the increase in footing depth, until a footing depth of 1 100 mm, and then levelled out.
Figure 22 shows a comparison of the ratio of the FE Mpeak to the SD column strip moment and the SD concentrated column strip moment.
Both the Mx and My FE Mpeak / SD Mcolumn ratios approach one as the stiffness of the slab decreases, and levels out to a constant value at a depth consistent with the limit for the column strip of the code. Again, showing that the SD column strip requirement ensures that as the FE peak moment increases with a footing depth decrease, the SD column strip reduces, resulting in an increased SD moment, thus ensuring that the increase in curvature is provided for.
Observations from analysis
From the above numerical analyses the following can be concluded about the simplified method overall strength, finite element peak values and detailing according to linear FE methods:
■ The total FE Mx and My moments are the same as the total SD moment.
■ Both the simplified method and finite element analysis and reinforcement layouts provided adequate and similar flexural capacity.
■ The FE peak Mx or My moment can exceed the column strip moment by a significant amount, depending on how the support constraints are modelled. It is, however, commonly assumed that this peak is reduced by cracking of the concrete and yielding of the reinforcement.
■ The peak and total Wood and Armer moments obtained from a linear FE analysis are significantly influenced by how the supports are modelled. This is because of the change in the twisting moment with the support/constraint model.
■ The peak and total Wood and Armer moments obtained from a linear FE analysis is affected by the change in plate thickness - this is because of the change in the twisting moment.
■ By concentrating two thirds of the column strip reinforcement into an inner column strip the SD design moment approached the FE peak moment.
Preliminary experiments carried out at the Department of Civil Engineering at the University of Pretoria support the above numerical analysis. Hossell (2012) undertook tests on reinforced concrete footings supported on springs where two specimens were designed and reinforced, one according to the SD method and the other according to the linear FE method. The influence of the reinforcement layout on the response of the footing to ultimate limit state and serviceability limit state characteristics was observed.
The spring-supported footing test setup is shown in Photo 1, with the springs simulating the founding support conditions. The test parameters are shown in Table 5 and the reinforcement and spring support layouts are shown in Figures 23 and 24. Footing (a) was reinforced according to an SD analysis, and Footing (b) according to an FE analysis. Strain gauges were placed on the flexural reinforcement bars at the critical design section along the face of the column, and LVDTs at the centre of each support spring were used to measure the displacement of the footing. The strain in the reinforcement across the footing was logged at a rate of 1 Hz. The change or variation in strain is shown in Figures 25, 26 and 27; the footing displacement is shown in Figure 28; and a summary of the footings response to the load is included in Table 6. It should be noted that, as a result of using the Wood and Armer moments to calculate the FE reinforcement, the FE footing required slightly more reinforcement than the SM footing.
Strain in reinforcement with load
Figure 25 shows that the first crack (sudden "jump" in strain) in both footings occurred at very similar loads, as this is primarily dependent on the tensile strength of the concrete. The SM footing test had to be stopped at a load of 412 kN, before failure, as the testing machine piston moved out of alignment. The FE footing failed in punching at 480 kN. At the design load of 318 kN the reinforcement strain in both footings was well below the yield strain. The yield strain was calculated using the 0.2% proof stress method described in TMH 7 (1989).
Transverse variation in reinforcement strain prior to cracking
Figure 26 shows that prior to the concrete cracking the reinforcement at the face of the footings (i.e. design section) is strained the most. The SD footing had a greater variation in strain between the reinforcement under the column and the reinforcement at the edge, than the reinforcement in the FE footing. The reinforcement strain in the FE footing appears to be more uniform across the footing width than when compared with the SM footing.
Transverse variation in reinforcement strain after cracking
Flexural cracking occurred at an applied load of approximately 205 kN in both footings, as indicated by the sudden increase in strain in the reinforcement shown in Figure 25. The increase in strain in the central reinforcement shown in Figure 27 indicates the formation of cracks at the face of the column, and shows the transfer of force from the concrete to the reinforcement.
Once the concrete cracked, a greater variation in strain was observed in the SD footing, compared to the FE footing, shown in Figure 27. With a larger variation in strain the reinforcing bars beneath the column in the SD footing strained more than the bars towards the edge; indicating that fewer, but larger, cracks developed when compared to the FE footing. The FE footing showed a more uniform variation in strain, indicating that more cracks had formed, but because of the lower strain levels these cracks were smaller.
Load-deflection curves
Figure 28 shows the load deflection curves at the centre of the two footings. Cracking and flexural failure can be seen by the change in gradient of the curves. First crack occurred at very similar loads and deflections for both the FE and SD footing.
Observations from experimental work
From the above experimental work the following can be concluded regarding SD and FE analysis and design:
■ Both the simplified method and finite element designs provided adequate and similar flexural capacity.
■ Detailing reinforcement in accordance with the variation in moments produced from a linear finite element analysis results in a more uniform distribution of strains across the width of the footing before and after cracking occurs.
■ Cracking would appear to be controlled by reinforcing to follow the finite element peak moment.
■ There is no apparent benefit in controlling deflection by reinforcing to follow the FE peak moment.
Total resistance achieved with FE design compared to that of traditional methods
Both the numerical analysis and experimental work support the conclusion that at the ultimate limit state there is very little difference, if any, between a flat plate analysed and reinforced using the SD method and one analysed with an FE model.
For each different flat plate structure modelled, irrespective of the support model, the total FE Mx and My moment was the same as the total SD moment. The total FE Wood and Armer moment was always greater than the SD moment, i.e. design moments which include the Mxy twisting moment.
To what extent the peak moment in an FE analysis can be ignored
The support (constraint) model has a significant effect on peak moments calculated in an FE analysis. If the stiffness of the column/support was taken into account, peak moments were not observed in the FEM analysis and a very realistic moment distribution was obtained (Figure 29). Pinned supports are not advised, as the stiffness of the support must be taken into account.
The peak moment from the FE model may exceed the SD column strip moment. However, this peak is reduced by cracking of the concrete and yielding of the reinforcement. This may be compensated for by considering a column strip with a reduced width.
Serviceability performance of an FE design
Detailing reinforcement to follow the FE moments at the serviceability limit state results in a more uniform distribution of strain across the width of the slab, and therefore more, but smaller cracks.
The reinforcement distribution according to the FE method does not have a significant effect on the overall stiffness of the slab, and therefore does not appear to influence the deflection of the slab. This was shown in both the experimental testing performed on the signal column footing and on the flat slab.
Detailing of reinforcement for an FE design that is practical and acceptable to construction companies
The principal advantage in detailing reinforcement using a linear FEM is related to crack control. In order to maintain a practical reinforcement layout Brooker's (2006) recommendations for using the total bending moment under the FE moment curve and then concentrating the reinforcement as for the inner and outer columns strip detailing rules given in SANS 10100-1 (2000) Clause 184.108.40.206, is supported. In pad foundations where the column strip width is a function of the pad foundation depth, the percentage of reinforcement apportioned to the column and edge strips would need to be adjusted in order to ensure that the outer column strip has sufficient reinforcement (see Figure 30).
Shane Hossell is gratefully acknowledged for his contribution to this paper.
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Hossell, S M 2012. Comparison of different methods of analysis, design and detailing of reinforced concrete footings. Project report for BSc (Civil Engineering), Pretoria: University of Pretoria. [ Links ]
Jones, A & Morrison, J 2005. Flat slab design: Past, present and future. Structures & Buildings, 158(SB2):133-140. [ Links ]
Park, R & Gamble, W L 2000. Reinforced concrete slabs. New York: Wiley. [ Links ]
PROKON Software Consultants Ltd. 2012. PROKON suite of structural analysis programs Pretoria, South Africa: PROKON. [ Links ]
Regan, P E 1981. Behaviour of reinforced concrete flat slabs. London: Construction Industry Research and Information Association (CIRIA), Report 89. [ Links ]
Rombach, G A 2004. Finite element design of concrete structures. London: Thomas Telford. [ Links ]
SANS 1989. SANS 10160:1989. The general procedures and loadings to be adopted in the design of buildings. Pretoria: South African Bureau of Standards, p 123. [ Links ]
SANS 10100:2000 (SANS 2000). The structural use of concrete, Part 1. Pretoria: South African Bureau of Standards. [ Links ]
TMH7 1989 (CSRA - Committee of State Road [ Links ]
Authorities). Code of practice for the design of highway bridges and culverts in South Africa, Part 3. Pretoria: Department of Transport, Technical Manuals for Highways. [ Links ]
Zienkiewicz, O C, Brotton, D M & Morgan, L 1976. A finite element primer for structural engineers, The Structural Engineer, 54(10):389-397. [ Links ]
Contact details:
Sarah Skorpen
Department of Civil Engineering
University of Pretoria
South Africa
E: email@example.com
Contact details:
Nick Dekker
Department of Civil Engineering
University of Pretoria
E: email@example.com
SARAH SKORPEN Pr Eng, MSAICE, MIStructE, is a lecturer in the Department of Civil Engineering at the University of Pretoria where she teaches strength of materials and steel design to undergraduates. She spent nine years working for the Buildings and Structures division of SSI (now Royal HaskoningDHV), and joined the University of Pretoria two years ago. She has obtained an MEng in Structural Engineering and is currently working on her PhD.
PROF NICK DEKKER received the degrees BScEng, BEng Hons and MEng from the University of Pretoria and a PhDfrom the University of the Witwatersrand. He spent most of his professional career with BKS (now AECOM) where he was responsible forthe design of a wide range of structures, including bridges, industrial and commercial buildings, shopping centres, sports centres and process buildings. In 1996 he co-founded the practice Dekker & Gelderblom, and was also appointed as Professor of Structural Engineering at the University of Pretoria. He received an NRF (National Research Foundation) rating in 1997. His fields of interest include structural design in steel, pre-stressed concrete and reinforced concrete.


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Next Episode of På Spåret is
Two teams of Swedish celebrities compete. In the main part of the show the two teams see a video-clip from a train's (usually) point-of-view traveling towards a specific city and the teams guess which city the train is heading to. At the same time as the clip rolls the host Ingvar Oldsberg reads clues. To get a full score (10 points) the team have to guess the correct city before Oldsberg starts to read the second clue.
Kristian Luuk(Host)
Fredrik Lindström(Judge)
Ingvar Oldsberg(Host)
Ingvar Oldsberg(Host)
Ingvar Oldsberg(Host)
Björn Hellberg(Judge)
Looks like something went completely wrong!
But don't worry - it can happen to the best of us,
- and it just happened to you.
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subset: commoncrawl


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(visited by David Mower)
21-Apr-2007 -- I successfully visited this confluence at about 1830 hours local time. In making plans for the visit I followed Sam Galluci's and Shawn Flemings's advice and planned an approach from the south. Diane was with me in the truck and we drove north until we were on the 39th parallel. We parked at 1.44 km west of the point. Diane opted to stay in the truck.
I walked straight east toward the point. There were antelope in the area. They are much more wary than mule deer and kept very far away from me as I approached. The walking was not difficult; it was across low-growing sage brush. I picked a reference point on the mountains to the east and walked straight towards it, looking at the GPS every few hundred meters.
The point was about 30 meters west of a fenced and cultivated field. There was at least one piece of farming equipment that I could see far on the other side of the field. There were no people nor any other improvements in view; just sagebrush for miles and miles. I found no evidence of prior visitors.
The total round-trip walk was about 1 hour. Thanks for getting me out!


text:
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Develop and improve the ability to read and visualize Sebek data from high interaction honeypots.
Primary Mentor: Kara Nance
Student: Kevin Galloway
This project will consist of two main portions, a parser that read in data from Sebek, focusing on the event type and the timestamp of the data, and a visualizer that will take this newly parsed data, and display it in a manner focusing on events over time, to analyze trends.
Parser: Create a parser (or parsers) that will pair event types (or other information) with timestamps, so that a dynamic visualization can be created. This needs to read in Sebek data, and convert it into a format that the visualizer can use. The parser must allow a user to choose what data they wish to display, so that if a user is interested in only certain data, they can display just that.
Visualizer: The visualizer will need to display data in such a way that is conducive to analyzing trends. There are multiple visualization techniques that may be used, and the visualizer, in its final state, will have multiple visualizations to do this. It will also be able to display data from a single Sebek instance, to a network of instances, so that data can be analyzed from the micro scale to the macro scale. The current visualization idea is to create a grid for each Sebek instance, and then have events be color-coded and flow from the center, from oldest data to newest.
June 8th: Finish development of the parser.
July 1st: Visualizer prototype for a single instance of Sebek, including experimentation with different visualization types.
July 22nd: Visualizer for multiple instances of Sebek, such as Sebek instances deployed across a network.
July 29th: Finalized user interface for the visualizer.
August 1st: Finish development of the visualizer, with finalized user interface.
August 10th: Finish main testing and evaluation.
August 17th: Put finishing touches and finalize the project.


text: Marked, Valeterra Series Book 1 – A BBW Paranormal Romance June 2017 May 24, 2017 Marked, Valeterra Series Book 1 – A BBW Paranormal Romance June 2017For ten years, the people of Valeterra have watched a plague sweep across their world, killing nearly every supernatural creature in its path. As scientists from both the human world and Valeterra work on the way to stop the plague, the Valeterrian government is working on the way to repopulate their world with babies born immune to the disease.In her thirties, single, and a bit of a bigger woman, Valerie has given up on ever finding love. She's resigned herself to running her bookstore and growing old with only her baby sister. When a strange woman comes to her store with a story full of parallel universes, supernatural creatures, and plagues, and a proposal for how Valerie can help save Valeterra from extinction, Valerie is sure the woman is insane. Valerie's opinion changes, though, when she loses her livelihood. Sad and angry, she throws caution to the wind and embarks on a journey that she fears will either kill her or break her heart.Jackson lost his first mate over fifty years ago. He knows his world is in peril. He knows his pack is on shaky ground, but all the alpha wants to do is wallow in his grief. When he discovers that his second mate is a human woman who is also immune to the virus sweeping Valeterra, he has some hard decisions to make. He doesn't want a new mate. He also knows that he can't deny his second chance at love and the first real chance his world might have at eventually recovering from so much death.https://www.goodreads.com/book/show/34802780-marked-valeterra-series-book-1#marked #jenniferreynolds #paranormalromance #wip #valeterraseries


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Nov. 16, 2012Listen Live-LogosRadioNetwork.com click 'Listen' then choose your Internet speed. Logos Radio Network is a listener supported, free speech radio network and your contributions are vital but you do not have to be a subscriber in order to hear the show. Tonight on AxXiom For Liberty Live! 6-8 PM Central
Howard and I will be covering a variety of topics including the latest on the Obamacare implementation and the resistance to the healthcare exchanges and medicaid expansion that are integral to the implementation of the health care reform law. Amanda Teegarden, Executive Director of OK-SAFE will join us to go over the Action Items for opposing Obamacare that were developed for the Rally for Oklahoma Healthcare Independence held last July following the mixed Supreme Court ruling on the federal health care reform law.
The roll out of Automatic License Plate Readers (ALPR) in the state of Oklahoma and the concerns that surround the use of these devices will also be covered. ALPR can be a valuable tool for law enforcement or they can be mis-used to create a mass surveillance system that tracks our every move without a warrant or probable cause. Unfortunately, there is ample evidence that they are being used in exactly this way. Howard and I will explore what can be done to stop the unconstitutional uses of these license tag scanners.
We will also catch up with Dan Feidt, indy journalist and activist to find out what ever happened with the investigation into the wayward Drug Recognition Expert program in Minnesota that Dan helped uncover was giving drugs to Occupy protestors.
ST. PAUL, Minn. — A Chicago County sheriff's deputy told state investigators he was "in shock" after he saw his training partner give two young men marijuana to smoke in the back of a squad car. Read more
Your questions or comments are always welcome!
Miss a show? Get the Podcast! Archives here
Other ways to listen;
Listen to Logos Radio Network on SHOUTcast
iTunes-AxXiom For Liberty and other great Logos Radio Network shows can be accessed by iPhone and iPad on iTunes! Just search iTunes for "AxXiom For Liberty" or "Logos Radio Network"


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Ahhh, the pale ale. Loved by all; whether you're English, American, Belgian, or Earthling, chances are there's a brewery near you making their own take on the pale ale. It can mean different things to different people: an American pale is decidedly more hoppy than its British cousin. The Belgians draw inspiration from the English Pale but use their own yeast, which leads to some spicy and fruity notes that aren't generally found in the UK variation.
Yet, while the Pale Ale is its own distinct style, it's worth noting that it can come in many forms: American blonde ales, Belgian saisons, or even the French bière de garde are pale ale versions. No matter the style, they're generally an easy drink with an interesting array of flavour profiles that find themselves pairing perfectly with food.
Try Sierra Nevada Pale Ale, Wild Beer Co Pogo, Ilkley Pale or Thornbridge Chiron & Jaipur for some fabulous examples of this type of beer.
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Overly-Enthused Biohacker Implants Large Chip in His Arm Without Doctors [VIDEO]
Body modification is being taken to a whole new level.
Biohacker Tim Cannon inserted an oversized computer chip under the skin in his arm. Crazy? Maybe? What's definitely crazy is he didn't have a professional help him and he didn't get any anesthetic during the painful procedure.
A flesh engineer is the lucky guy who put the chip in him. Yes, his title is flesh engineer, which sounds more like what Dr. Frankenstein should've put on his business card.
The chip in question, called the Circadia 1.0, captures biometric data and sends it to Android devices, where it keeps tabs on body temperature and can alert the user to the fact he has a fever.
Perhaps mercifully, we don't actually see the painful procedure, but we do see Cannon and his Robocop-esque arm afterwards.
We're all for do-it-yourself projects, but this seems a little extreme. We think we'll limit it to home repair for now.


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Faulty Towers
Marisa F. writes,
"My sister-in-law had a beach destination wedding in Mexico, and decided that she loved this sand castle cake:"
"Upon speaking with the baker, she explained that she understood that the baker may not be able to recreate the cake exactly, but would be happy with something similar. The baker insisted that she could make a cake as equally beautiful. They agreed that the cake would be 3 tiers, with the sand castle on the top.
"On the wedding day, she instead got 3 separate tiers, each topped with its own version of a flesh colored sand castle:
That door and window are what really sell it.
"Luckily, the Bride and guests have a great sense of humor, so the Penis Cake was the hit of the reception."
To be fair, they could also be mushrooms. Really happy, attentive mushrooms.
[insert "fun guy" joke here]
"My sister-in-law was disappointed, of course, but even she had to laugh."
Wow, talk about a good-natured bride! I'm totally sending this to the next newly-wed who e-mails me complaining that her cake's shade of cerulean was a little off. PERSPECTIVE.
Oh, and here's the real kicker:
"After the reception, they discovered that the 'castles' were merely frosting covered Styrofoam, so this cake topper now has a place of honor in the loving couple's home."
Bwahahaa! Now that's my kind of wedding memento!
Thanks to Marisa for letting me use an epic John Cleese pun for the title, even if I couldn't think of any more Fawlty Towers jokes to work into the post. You must excuse me; I'm from Barcelona. (Ok, so that's ONE.)


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Cruise Specialist: How to Buy a Cruiseby Paul Motter, CruiseMates' Publisher | Updated October 4, 2007
The Best Ways to Buy a Cruise: How to Find a Cruise Specialist This article has been updated because many sales policy changes were enacted by the cruise lines in 2005. By far, the biggest change was the adoption of "flat pricing" rules by Royal Caribbean and Carnival, including most of their subsidiary companies.
There are many ways to buy a cruise; you can visit your local travel agent, call a nationwide agency that specializes in cruise sales, or book it online without ever speaking to another human being. Is one way any better than the other? Like many things in life, it depends, but the answer is our recommended method for booking cruises often yields the best results, and if not, it never hurts to try and see what happens - there is nothing to lose.
If you are NOT already familiar with cruising, we recommend doing research first and then consulting a cruise professional (we recommend using an agent who is certified as a Master Cruise Counselor, or MCC) to help you book your first cruise. But if you already have a cruise or two under your belt, and you are ready to make your own decisions, then go to the internet and start looking for the best bargain you can find.
Who are the Best Online Cruise Agencies?
The largest travel agencies online for air and hotels are not necessarily the best for cruises. Only a small minority of the thousands of transactions they handle every day are cruises. Almost all of their transactions are done electronically, so if you have a problem during your cruise, you are better off with the name and phone number of a real cruise expert you can contact directly. It is nearly impossible to establish a personal relationship with the non-cruise specialized mega-travel web sites, and just because they are the biggest it does not mean their prices are the lowest. Often they are not.
The best cruise bargains we see anywhere come from cruise-specialist agencies with a solid presence on the Internet who offer both 1-800 telephone and online booking engine options. Why? Because these agencies sell hundreds of cruises monthly and make their profit from the large volume. The interactive nature of the Web, with its instant pricing updates, makes it possible for you to seek out the lowest prices for most cruise available.
The trick is to first find an online cruise travel agent and go to their online booking engine. Start to check through their various ships and cruising regions, and take note that identical cruises can vary in price greatly depending on the sail date. There are several of these agencies online. Simply consult our CruiseMates Cruise Bargains!
Why Not a Neighborhood Travel Agent?You certainly can use your local agent, and many people feel more comfortable having an actual face to face exchange when it comes to handing over large sums of money. However, rarely will your local travel agent be able to beat the price of an online agency because they don't sell the same amount of volume.*
Wny Use an Internet Cruise Agency? Online cruise agencies are real people, in many cases some of the most experienced cruise sellers you could ever find. Though many of them have online booking engines, we recommend that you call the agency's 1-800 telephone number to book your cruise. At the same time you also establish a relationship, so if you ever have a problem down the road you know who to ask for.
Note: there are agencies that refuse to do business in any method other than email. CruiseMates does not recommend these agencies. The possibility that something could go wrong and require immediate attention from your agent is too real to take that chance. The best online agencies not only have great prices, they also offer time-proven cruise experts just a phone call away - ready to deal with any problem.
The Trick to Cruise Savings is Knowing What You Want.Before you book a cruise you have to do research: compare destinations, ships, cabin categories, sail dates and prices.
Once you see the cruise you want, pick up the phone and call that agency. Many of the new flat pricing rules forbid an agency to "advertise" or display on their website any prices that are lower than the cruise line's own price for that specific cruise. What they do allow, however, is for an agent who is in private conversation with a customer, by telephone or email, to sweeten the offer with discounts, onboard credit or other perks - depending on which cruise line is involved. It pays to make that phone call - you get the best of both worlds; expert assistance and often better prices.
Can You Trust the Cruise Agency? The agents you see in our Cruise Bargains are official CruiseMates Sponsors. They are all certified and well-established cruise agencies that in general have been in business for many years and have sold thousands of cruises. We stand by their credentials, but cannot get involved in singular disputes.
What are an agency's cruise professional credentials? Every legitimate cruise agency should have at least two affiliations: CLIA and ASTA. Before you book your cruise you should verify the agents legitimacy by doing the following:
- Ask the agent for their professional credentials: CLIA and ASTA identification numbers. Then go to the web sites (click links above) for these organizations and check the agent's credentials. For CLIA you will need the agency's zip code.
- Ask if the cruise line (not the travel agent) will be charging your credit card (the cruise line should charge the card). Get a confirmation number for your booking, and then go to the cruise line website to verify your booking.
- With a credit card you can check your credit card account online to see if your card was charged properly. If you pay by check you should get a booking number by the cruise line within a week or so
Be aware that many states have laws that say travel agents cannot hold funds for future cruises. If an agent tells you they charge a service fee if you use a credit card, watch out! The credit card is supposed to be processed by the cruise lines, and they do NOT charge service fees. If it is a very reputable agency telling you this, there might be some truth to it, but if it is "Joe's Cruises" with a P.O. box, watch out.
In the few cases where a cruise agent has been "busted" it is because they are taking money from customers and not booking the cruise right away. If you pay for a cruise by credit card, you should receive your booking number from the cruise line as soon as you make your full deposit. If you pay by check, you might have to wait until the funds clear. Always tell your agent you want your cruise booking number as soon as possible, that is the best way to know they have passed the check on to the cruise line. With mail delivery of a full deposit check, it should not take more than 10 days to get a booking number.
- CruiseMates Cruise Bargains:Our Online Cruise Shopping Mall
- Cruise Classified AdsHot Bargains!
- Best of CruisematesCruise Bargains Newsletter
- Best of the WebCruise Bargains Newsletter
- Cruise Line and Ship Reviews Professional, accurate and unbiased reviews by CruiseMates' Staff and contributed by our readers.
- Rate Your Ship Poll
How to Buy a Cruise Online
- Select your Ship, Sailing Date & Cabin
- Shop for the Best Price
- Determine whether you want to call their toll-free number or book online.
- Follow Up
- Step 1: Preparing to Buy Your Cruise:
Questions to ask yourself:
- How much do I want to spend?
- Where in the world do I want to go?
- How many days will I be gone?
- Do I want a newer or older ship?
These questions are important and should all be decided before you begin the booking process. Assuming you have decided all of these questions you can actually narrow your choices down to a specific sailing date, ship and cabin category. If so, you are ready to book online.
Step 2: Shopping for the Best Price CruiseMates offers several ways to find your best price. We recommend a start in Cruise Bargains to see the best deals our sponsors have to offer. Why? Because we know our sponsors are national agencies, specializing in cruising, who deal in volume to give you the best price possible. Then, click on the links above for our newsletters. These often contain the kinds of bargains that agencies are not allowed to advertise online.
Step 3: Book Your Cruise! Once you have found your cruise; ship, cabin, saildate and price, check your pricing on the telephone and online. In many cases you can save as much as 10% by booking it yourself online. If that is the case, and you know exactly what you want then by all means book it online.
Step 4: Follow Up Especially if you book your cruise online it is important to follow up. For online bookings, check your email immediately. Make sure you get a confirmation number and that the charge amounts are correct. Double-check your credit card statement to make sure your cruise was charged (and by whom). Most cruise lines now allow you to follow up on their web sites using your confirmation number to access your booking information. You cag time and order shore tours online.Related Articles: Online Booking vs Live Travel Agent Understanding Cruise Line Ads Finding the Right Travel Agent
* A larger volume means lower prices for several reasons. Larger producers are often paid a higher commission, which gives the agent the some wiggle room on the pricing for the cruise lines who allow that. The large sellers also get what are called "overrides" whenever they sell a certain number of cabins. They also negotiate lower prices and hold inventory as group space.


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Information sign at Bunce Island, Sierra Leone.
Between 1750 and 1800, Bunce Island was one of the major slave trading centres on the Rice Coast of West Africa and the island played a significant part in the British slave trade. Its strategic location at the limit of navigation in Africa's largest natural harbour made the island an ideal base for European slave traders. Slaves were purchased from inland traders sailing down from the interior, sold on and then shipped to the Caribbean and the American South. Local slaves from this part of Africa were particularly valued in the British rice plantations of South Carolina and Georgia and as a result, thousands of slaves were shipped directly from Bunce to these colonies. Slave ships from Newport (Rhode Island), New London (Connecticut), Salem (Massachusetts) and New York also regularly called at Bunce. Because of this direct connection between the island and the USA, Bunce Island is though to be one of the most significant historical slave trade sites for African Americans today...Bunce Island is now a National Historic Site and protected by the Sierra Leone government. Some restoration and clearing work has already taken place and the site has been mapped by the US Parks Service. The island has also been the scene of several 'home comings' by members of the Gullah community - descendants of slaves transported through Bunce to South Carolina and Georgia.
- Copyright
- Matthew Oldfield 2010
- Image Size
- 4256x2832 / 11.2MB
- Keywords
Bance, Bence, Bense, British, Bunce Island, English, Fort, Freetown, Gullah, Historical, Rice coast, Ruins, Sierra Leone, Sign, Slavery, Slaves, Slaving, Trade


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Mike Jones, David Banner, & Lil' Mon On Sean Bell Verdict
Mike Jones, David Banner, and Lil' Mo talk to AllHipHop on the acquittal of three detectives in the Sean Bell case
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This remote controlled car looks like a little Moller Skycar for a reason. It zooms over grass, concrete, and dirt. But at 20MPH, it goes airborne. Whoosh! During flight, the vehicle can reach heights of 20 stories at 30MPH. And the racer only costs 60 bucks (plus $20 for a rechargeable battery that'll last 10 minutes). Like Doc Brown said, "Where we're going, we don't need roads."
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This course offers students the opportunity to take an existing web application and expand its functionality as part of moving it to Azure.
In this course, students will learn how to design and develop services that access local and remote data from various data sources.
This course offers you the opportunity to deploy Azure solutions using built-in DevOps tools such as Azure Resource Manager templates, deployments, resource groups, tags and Role-Based Access Control.
This course introduces Microsoft Azure and then teaches you how to manage your infrastructure in the Azure Cloud.
Azure Certification Exam AZ-301 Training Bundle includes courses AZ-301T01 AZ-301T02 AZ-301T03 AZ-301T04
Azure Certification Exam AZ-201 Training Bundle includes courses AZ-201T01 AZ-201T02 AZ-201T03
May 2019 Update - this course DE 10979 is out of date. Please see DE Course 90000 (AZ-900) for the correct class. This course provides the underlying knowledge required by all individuals who will be evaluating Microsoft Azure, regardless of whether they are an administrator, developer, or database administrator.
Azure Certification Exam AZ-300 Training Bundle includes courses AZ-300T01 AZ-300T02 AZ-300T03 AZ-300T04 AZ-300T05 AZ-300T06
This course will provide you with the key knowledge required to deploy and configure Microsoft Azure Stack.
Azure Certification Exam AZ-100 Training Bundle includes courses AZ-100T01 AZ-100T02 AZ-100T03 AZ-100T04 AZ-100T05
Nashville, Tennessee Azure Training -> Event: 02/04/2019 Nashville, Tennessee Microsoft Azure Training Course 20001 (1 day) : AZ-200T01 Select the Appropriate Azure Technology Development Solution Exam AZ-200 starting on 02/04/2019 and spanning 1 day in Nashville, Tennessee - In order to proceed with requesting this Dynamics Edge Microsoft Training Event, please select from one of the following options by clicking one of the following links and then filling out and submitting the request form:
Live Virtual courses are not prerecorded or self-paced, they are LIVE with the instructor and the SAME HIGH QUALITY as our in-person on-site training Azure Training options, and our Live Virtual options may also be more affordable for you in most cases in terms of pricing. If you are flexible and you want on-site but would also still be open to and OK with Live Virtual (Live, with the instructor, Instructor Led Live Online training) delivery, Dynamics Edge Microsoft Azure TRAINING Course 20001 LIVE VIRTUAL ON THIS DATE: 02/04/2019 please choose one of these options:
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Event: 02/04/2019 Nashville, Tennessee Microsoft Azure Training Course 20001 (1 day) : AZ-200T01 Select the Appropriate Azure Technology Development Solution Exam AZ-200 starting on 02/04/2019 and spanning 1 day in Nashville, Tennessee - Please note that pricing for this Azure Training Event may vary from prices published elsewhere on our website (no guarantees, but the price may end up being lower for you requesting the Event through this page than through requesting or purchasing this course or similar from elsewhere on our website), may only be valid as long as you stay on this page and decide within a certain amount of time from when you first landed on this page (e.g within a few hours after you landed on this page), may depend on which of the above options you choose, and may also may be associated with a variety of other factors. Any pricing information for this Event will be provided to you later in this process and in some cases, after you have completed submitting the required form that is associated with the option you choose above. If you did not receive pricing and you have successfully submitted the request form associated with the option you chose above, we'll try to respond to you as soon as possible with pricing, any discounts applied (if applicable) and other pertinent information. If you are associated with a government agency please Contact Us Separately Using This Link instead because you may be eligible for a separate pricing tier. Please note that "group discounts" are on an as-available and case-by-case basis and are not guaranteed to always be issued. If a one-time special request code for additional discounts IN ADDITION TO group discounts is included with your Azure Training Event request, please note that these "additional discounts," as all discounts claimed here, are subject to availability and case-by-case review, and are not guaranteed to be issued. We have many locations, please note that only SOME, not all, of our locations' physical street addresses are listed on our Locations page. This Event page will likely list the City and State only for where this Azure Training will be held. The actual facility physical address location information for this Event may be delivered to you after we receive your registration for this Event, and at our discretion we might require additional information from you prior to delivering you the actual physical street address of the facility that is associated with this Event. Location availability is not guaranteed and requires registration using the process on this page to check the availability. If this Location is unavailable for this Event and you indicated on-site only, we may suggest to you alternate nearby locations (and alternate course numbers and alternate dates, if applicable) if the selected Location (and course number and date, if applicable) for this Event is unavailable for Azure Training for any reason. Please note that all information shown on this page about this event is subject to manual review on a case-by-case basis. This event shown on this page is not guaranteed to be delivered and you must submit a request first through this page and receive confirmation before making plans to attend this event. Any travel reservations you make at any time are your sole responsibility regardless of whether or not Dynamics Edge can deliver this event and whether or not you received confirmation. It is advisable you obtain refundable reservations or request either Live Virtual Training, or if you request on-site in-person you should request a location near where you are right now, or a location close to where you are going to be located on a certain date and for at least the entire duration of the course. Also see our Policies page for more information.
IMPORTANT: As of May 2019, you should know that both of the following exams have been retired and replaced with the new combined Exam AZ-203: Developing Solutions for Microsoft Azure. We recommend you check out our newest version of this course: Please click, tap on, or use this link to view course 203203 or AZ-203: Azure Solutions Developer Training Bootcamp for more details.
This is Microsoft Official Azure Certification Exam AZ-200 Training Course AZ-200T01, also known as AZ-200T01-A. This course is part of a series of four courses to help you prepare for Microsoft's Azure Developer certification exam AZ-200: Develop Core Microsoft Azure Cloud Solutions. These courses are designed for developers who already know how to code in at least one of the Azure-supported languages.
The coursework covers Azure architecture, design and connectivity patterns, and choosing the right storage solution for your development needs.
These courses are for experienced programmers who want to develop and host solutions in Azure. Learners should have some experience with Azure and must be able to program in at least one Azure-supported language. These course focus on C#, Node.js, Azure CLI, Azure PowerShell, and JavaScript.
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Laura Betterly Official Blog--Rants of a Marketing Executive
Official Blog of Laura Betterly, CEO of Yada Yada Marketing, Inc.
Friday, February 22, 2008
Always Check Your Childrens Homework
This one was sent to me by my friend Jen. This is priceless:
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About Me
Laura Betterly
Laura is the President and CEO of Yada Yada Markeing, Inc. She is an early entrant in the online marketing field, having established online music company named Visiosonic also known as PCDJ.COM. She forged relationships with other tech companies such as MP3.com and Live365.com and worked with celebrities such as Ice T, Nile Rodgers, Jam Master Jay and Chaka Kahn. Laura grew up in a hi-tech environment as her father, the inventor of instant-replay, instilled a sound background in business and technology in her at an early age. She has been a featured speaker at such diverse functions as CES (The Consumer Electronics Show), Winter Music Conference, NARAS, the Grammy's organization as well as the Federal Trade Commission. Laura has been interviewed extensively and featured in such newspapers as The Wall Street Journal, The Washington Post and Newsday as well as on CNN, CNNfN and NPR to name just a few; In fact, she has been interviewed in and been on over 200 newspaper, TV, and radio shows.
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- Executive Coaching and Development
- Quality of Work Life
- Group Dynamics
- Psychological Testing
Adrienne Gans
Clinical AssociateProfessor
My doctoral research on self-concept conducted within a longitudinal study of cognitive and personality development at the University of California, Berkeley (http://review.ucsc.edu/summer.97/29_years.html) continues to inspire every aspect of my work with individuals, executives, teams and organizational cultures -- each is part of a complex ecosystem, changing and developing over time -- and influenced by dynamic situations in the environment.
Earlier in my career I was a marketing vice president and managed product campaigns, client satisfaction programs, and co-marketing alliances with corporations including IBM, Unisys, Kodak as well as client organizations including Empire Blue Cross Blue Shield, Chase Manhattan Bank, NJ Department of Labor, Federal Express, and Consolidated Edison.
Currently, as an organizational consultant I weave the business and psychology research threads together to focus on leadership development and organizational productivity – using tools of executive coaching, assessment, team dynamics facilitation, and project management. My mission: to help organizations execute on competitive strategies and innovation within a high quality work life culture. I have worked with organizations across a wide range of industries including financial services, publishing, high-tech, education and government. I also still maintain a small clinical psychology psychotherapy practice.
- Ph.D.: University of California, Berkeley
- B.A.: State University of New York, Stony Brook
- American Psychological Association
- OD Network New York
Gans, A (2001; 2000) Emotional intelligence and leadership in the new economy. Workshops for the Northern California Human Resource Association; San Francisco, Oakland, Sunnyvale, CA.
Gans, A (2000) The future of learning in the learning organization of the future. Presentations to: 1) the Institute for the Future; Palo Alto, CA. and 2) Global Business Network (GBN), Emeryville, CA.
Gans, A (1999) The Virtual Office: Breakthrough, Benefit, Burden? Presentation at the Work Family Congress '99, New York City, NY.
Gans, A (1999) When the times are changing and chaos breeds innovation: Recapturing the value of constructive thinking and play in simulation training. Journal of the Association of Business Simulation and Experiential Learning. http://adriennegans.files.wordpress.com/2010/01/playsolving-article1.pdf
Gans, A (1998) The Cultivate Your Gardens Program: Organizational change through partnering education, community service, and clinical intervention. Paper presented to the American Psychological Association Convention, San Francisco, CA.
Reported in the San Francisco Chronicle:
Gans, A (1998) Innovations in the work environment: The role of technology in workplace flexibility. Presentation at the Women in Technology International Conference Summit, Santa Clara, CA.
Gans, A (1995) Imaging Technology-Enabled Telecommuting. White paper prepared for Wang Laboratories.
Gans, A. (1987) The war and peace of the Vietnam Memorials. American Imago, 44, 315-329 and paper presented to the American Psychological Association Convention, Los Angeles, CA.
Linn, M.C., Pulos, S., and Gans, A. (1981) Correlates of formal reasoning: contents and problem effects. Journal of Science Teaching, 18,435-447.
Gans, A. (1979) Development of iconography in the art work of Wassily Kandinsky . Paper presented to the American Psychological Association Convention, New York.
Morrison, A.L., and Gans, A. (1977) The relationship between personality mechanisms and cognitive performance at three age levels. Paper presented to the American Psychological Association, San Francisco.
Contact Information
Adrienne GansClinical AssociateProfessor firstname.lastname@example.com Department of Psychology
New York University
6 Washington Place, Room 576
New York, NY 10003
Phone: (212) 998-3741


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The Rice House
National Register of Historic Places (1999)
James River and Kanawha Canal Historic District (1971)
Richmond, Virginia is a classic southern city where Colonial Revival architecture creates a uniform aesthetic and abnormalities in the architectural system are usually not welcome. However, if one ventures to the western edge of the city to the site of Lock Island, or Lock Hill, a delightful International Style house can be found dramatically overlooking the James River. The house, referred to as the Rice House, is named after the client that occupied it until recently, Walter and Inger Rice. The house was designed by the West Coast architect Richard Neutra who was enticed by the site conditions and spectacular views and agreed to work on the project, one of his few on the East Coast. The house was completed in 1965, one of Neutra's later works, and stands as an excellent example of the Modern, International Style of architecture of the time. Neutra employed a unique building style that can be found in this mature example of his work. An immigrant from Vienna, Neutra's creative genius flourished in post-war America. He utilized the latest advances in technology and also applied popular psychoanalysis techniques to his work. These principles can be clearly explained throughout the architecture found in the Rice House. Protection of this house is a crucial concern because there are so few examples of this style of architecture existing in the state of Virginia. The prominence of the architect and the family that commissioned it also lend to the building's merit.
The Rice House seamlessly integrates a structure of sleek glass, aluminum, stucco, and white marble into the hilly landscape of Lock Island. The building reads in two horizontal bands separated by glass walls; the lower floor weaves into the surrounding ground while the second floor hovers above weightlessly. An open floor plan provides private family space and open entertaining areas, both with carefully planned sight-lines of the James River. The site, for Neutra, is just as important as the architecture which he designs. Neutra said, "If we fuse the house with its site, it seems to grow." He studied the relationship between site and structure intensely and wrote books on the topic. After all, the site of the Rice House, sheer rock face overlooking the James River, was the deciding factor in Neutra's decision to take on the project. The Rice's found the site on Lock Island by taking a boat up and down the James River. They climbed over a lock in the canal and arrived at the island. Inger Rice described the site, "It was a complete jungle, [but we] saw through the woods a view" Walter Rice wanted to build on the mainland but Inger Rice insisted on the building the house on the island and proposed a bridge be constructed for access. She sought out engineers willing to take on the task.
Neutra approached this historic site with all of the knowledge from his past projects. He relies on the theories of bio-realism, he did not want to design nature, but create an environment for one to realize and come to terms with it. Neutra designed a dramatic reveal for the Rice House, as one crosses the slender bridge that connects the island to the mainland, the driveway hugs the island, twisting to the river side before the house emerges from the ground and into sight. The well-proportioned 6,000 square foot house appears to be part of the island, which is due to the strategic site planning that Neutra insisted on.
The history of the site dates back to 1776 when it is believed that entrepreneur John Ballendine started to develop land nearby. The James River and Kanawha Canal, which borders the site, is the country's oldest operating canal. By 1954 trains had become the popular method of transportation and the canal system was bought by the Allegheny Railroad Company. The Rice's purchased the land from the Railroad Company. In keeping with the island's history the site also contains historic remnants including; three graves of men from the Civil War, remains of a mid-nineteenth century shot tower, and natural and man-made caves that line the river.
The choice of materials is crucial to the success of the house. The white Georgia marble flows from exterior walls to interior, blurring the lines of what is inside and outside. Glass walls contribute to the illusion and one feels part of the spectacular landscape.
The first portion of the house that one approaches is the sleek carport, an extension of the overhead roof deck; the thin stucco covered slab extends across the driveway. Tucked underneath the carport extension, is a simple oversized grey entry door. After opening the door, one is immediately confronted by a stunning floating stair, in contrast to the minimalist door. The stair is deceivingly doubled in size by a mirrored wall to the left, while to the right a window wall allows the James River to be reflected into the house. Neutra did not want visitors to forget about the fantastic view. Neutra saw great value in stairs, "What happens to one, in one, and around one, while ascending a stair- and what of it sticks with us as a strangely lasting memory – is to me a master specimen for what architectural experience means. It's way beyond all that photography or motion pictures can convey." He pairs one of his favorite architectural features, the stair, with another, the mirror. Neutra loved mirrors because of the way they expanded interior space. He refers in his writings back to his apartment in Vienna, "I began to like mirrors as much as did Louis XIV…The mirrors made the space so wide that I forgot to look at myself. I loved them almost as much as windows. They were both a blessing in a small world, as our apartment was, to my eyes, hungry for space."
Ascending the stairs one enters into a large open floor plan, the dining room is set slightly to the left of the stair. There was room to seat twenty-four guests at the time. Originally Neutra tried to convince the Rice's to forgo having a table and chairs, and have guests sit on the floor so that sight-lines would not be disrupted, however this was a battle the Rice's won; they were allowed to have a traditional table and chairs. The kitchen is accessible off the back end of the dining room. Neutra installed state of the art appliances and designed custom cabinetry. The kitchen was remodeled in the 1980's. Large windows come down to the countertops so that when one is working they feel as if they are outside. The kitchen is expansive and was designed to be able to accommodate caterers for large parties.
To the right of the dining room is the living room, separated by a custom designed bar, accessible from the inside and the outside deck. In the living room, Neutra is able to eliminate the need for furniture through built-ins. Neutra believed that built-in furniture should match the architecture of the house. He used cantilevers in the furniture when possible, mimicking those found in the steel framed structure of the residence. His dislike for furniture began when he was a child, "At night there were dark, inaccessible, mysterious spaces—such as that frightening area back of the olive-green upholstered love seat, placed 'catty-corner' into the room. I still shudder at the memory. And I still loathe the waste of space behind furniture." He believed that belongings disrupted the architectural language of a space. The living room was strategically designed for entertaining. The space for the grand piano was acoustically outfitted. Aside from the view, Inger Rice comments that her most memorable place within the house was the built-in platforms that provided a place for people to give toasts at their parties. Inger Rice also commented that her husband loved to dance, and they would pull up the carpeted floors so that everyone could participate. The materials are carefully chosen for the living room. The exterior marble weaves inside to create the fireplace. Neutra appreciated diversity in materials.
The best quality of the living room is unarguably the view. The southern wall offers an uninterrupted panoramic view of the James River and one is immediately drawn to the outside. Neutra believed that windows were a therapeutic tool and he uses them as much as possible within the house. Neutra's dislike towards unnecessary complexities is evident in his design; doors slide easily and windows swivel open, allowing the barrier between interior and exterior to be broken. One can seamlessly step from inside the living room onto the back deck which offers sweeping panoramic views. Inger Rice said that the view of the dam was her favorite feature of the house. Neutra explains the physical benefits of panoramic views, "Our eyes relax and rejoice in sweeping over distant vistas." The deck at the Rice house is an ideal moment for Neutra. Aside from the view, a visual delight, the auditory senses are engaged also by the sound of the James River. The constant noise creates a soothing effect. Neutra also taps into this as a resource, "Architecture is illuminated not only by light, but by sound as well…Whether we are conscious of it or not, the constructed environment either appeals to us or harms us also as a complex auditory phenomenon and is often effective even in its tiniest reverberations." The deck is created to allow for full access of views. The deck off of the living room floats in a pool of water, mirroring the water from the river. Approximately two feet of still water extend past the wood of the deck and act as a water guard. Originally the porch, despite being on the second floor had no railings. Inger Rice said that Neutra explained to her, "people see water and they stop." He used this water guard design inside of the house also by placing pools of water in front of the fireplaces. Inger Rice noted that no one ever fell off of the porch, or accidently stepped into the water.
A swimming pool, carved from the rocky island, lies directly beneath the porch. Apparently it was here that Neutra first stood when he came to the site, turned his back to the James River, looked up at the hillside and said, "There will be the house." The porch wraps alongside the back of the house. A built-in grill resides over the carport; the chimney highlights the entrance. From the wrapping porch or by turning around after ascending the main stair, one can enter the Japanese room, an additional, more intimate, living space. A sunken seating pit around the fire mimics the Japanese architecture that Neutra admires. He describes Japanese architecture as being able to "imprint harmony on the total picture." Neutra was fascinated by Japanese tradition and their ability to derive comfort out of small living conditions and make functional use of the minimal space, "all activities are subtly and organically integrated with the shell in which they are housed and the stage on which they play." The Japanese Room was a quiet retreat, and still provided the picturesque view of the James River.
The Rice House was designed to function for private and public uses. The family's rooms in the house are pushed to the rear extremities of the structure. The large master suite is connected to the living room. A built-in wooden desk and side tables match the full wall of closets to the left of the room, while the right wall is completely glass and opens onto a small side patio. The closets in the bedroom served as storage for out of season clothing and the walk-ins were for seasonal wear. Inger Rice commented that it was not unusual for Walter Rice to come home and say, "Tomorrow we are going to Jamaica," which was one of their favorite places to vacation, which is why they needed access to out of season clothing. The back of the bedroom has his and her walk-in-closets. The large walk-in closets are lit by skylights and strip lighting that is hidden behind plexi-glass panels along the ceiling. Inger Rice commented that "[Neutra] was an artist with lighting." Through the closets one enters the bathrooms. Each bathroom has floor to ceiling windows and the same tiles are used for the floor, walls, and bath, creating a harmonious connection between the surface planes. Mrs. Rice commented that this is where she had made a design compromise she said, "I wanted a marble bathtub, [Neutra] said 'oh you want to lie in a coffin'?" The tub is composed of the same tile and sinks into the ground. Mrs. Rice comments that it was nice, especially with the water guard that was placed on the exterior of the wall, linking the bath to nature. Panoramic vistas are ideal, but the rear of the house does not have access to these views, Neutra explains his approach in areas such as this, "Sweeping views are great, but also a framed view with a beautiful plant is great."
An additional guest room is accessible off of the Japanese room and the children's rooms were on the first floor, overlooking the pools. The bathrooms for additional bedrooms followed the same design schematic of a unified tile, but each varied in color depending to whom the bathroom belonged. Downstairs a sauna was also located toward the rear of the house.
The choice of materials is crucial to the success of the house. The white Georgia marble flows from exterior walls to interior, blurring the lines of what is inside and outside. Glass walls contribute to the illusion and one feels part of the spectacular landscape.
Neutra also employed cutting edge technological features into the house. He lit the perimeter of the house in a curtain of light, a technique he first used in his personal house. He also illuminated the ceilings of the bathrooms. Inger Neutra claims "he was an artist with lighting." In addition to the most modern lighting, he installed state of the art appliances in the kitchen and designed custom cabinetry for the bath's, kitchen, and bar. Neutra believed that built in furniture should match the architecture of the house. He used cantilevers when possible, mimicking those found in the structure of the residence.
Walter Rice was a prominent figure in the Richmond community. He was president of Reynolds Mining Corporation and eventually became vice president and director of Reynolds Metals Corporation. He was so successful with operations abroad that he was elected to the Board of Directors of the Chamber of Commerce of the United States. In 1969 he became the ambassador to Australia. Inger Rice was very involved in philanthropic activities, especially those for children. She also was the one who studied architecture and selected Neutra as a potential architect for their house.
Neutra also employed cutting edge technological features into the house. He lit the perimeter of the house in a curtain of light, a technique he first used in his personal house. He also illuminated the ceilings of the closets. Inger Neutra claims "he was an artist with lighting." In addition to the most modern lighting, he installed state of the art appliances in the kitchen and designed custom cabinetry for the baths, kitchen, and bar. Neutra believed that built in furniture should match the architecture of the house. He used cantilevers in the furniture when possible, mimicking those found in the structure of the residence. In addition to his use of the latest technology, Neutra believed in a psychological element to architecture. He had grown up being friends with the Freud family, Sigmund's son, Ernst, was Neutra's age and also an architect. Neutra would vacation with the Freud family and the influence of Sigmund's psychological philosophies can be seen in Neutra's architecture. Neutra envisioned the architect serving the role of designing a space for people as soon as they left the womb. Aside from this analogy, Neutra viewed the role of architect to client as that of psychiatrist to patient. He would have his client's complete extensive questionnaires that ranged from questions about their childhood to their everyday routines. He would even ask clients to keep diaries of their daily activities so he could best design a space for them. He said that "listening was one of his favorite pastimes." He would use the information he gathered from listening to his clients as a way to strengthen their relationship and can gain their trust.
America served as a land of opportunity, especially after the war. The war led to a boom in technologies that could be applied to construction techniques and businesses that had been producing wartime supplies were desperately seeking new ways to apply their developed technologies. Standardization of materials had become the norm and architecture was capable of pushing all previous set boundaries. Neutra took full advantage of these new materials, pushing them to their boundaries of use and weaving them into his architectural designs, which now showed no limitations. Neutra's ability to fuse new technologically advanced materials with thoughtful design set him apart from other architects. The Rice House represents the architecture of the innovative architect.
Currently the building is owned by the Science Museum of Virginia. They offer tours of the property, rent the venue for meetings and events, and use the house to host visiting scientist and dignitaries. The Rice House underwent a $400,000 restoration in 2011 that involved interior work and the stabilization of the exterior. There are few examples of Modern, International Style, architecture in Virginia, and the Rice House is a unique asset to the architecture of the state. The building serves as a teaching tool of Richard Neutra's architectural style. The Rice family played a prominent role in the community, and through their generosity the house is available to the public today.
Friedman, Alice T. American Glamour and the Evolution of Modern Architecture. New Haven: Yale UP, 2009. Print.
"Interview with Inger Rice." Personal interview with Inger Rice, Julia Blair Spalding (Science Museum of Virginia) and Ms. Rodney E. Hanneman (Project Architect) 13 Mar. 2012.
Lavin, Sylvia. Form Follows Libido: Architecture and Richard Neutra in a Psychoanalytic Culture. Cambridge, MA: MIT, 2004. Print.
Leatherbarrow, David. Uncommon Ground: Architecture, Technology, and Topography. Cambridge, MA: MIT, 2000. Print.
McCoy, Esther. Richard Neutra. New York: G. Braziller, 1960. Print.
Neutra, Richard Joseph. Life and Shape. New York: Appleton-Century-Crofts, 1962. Print.
Neutra, Richard Joseph, and William Marlin. Nature Near: Late Essays of Richard Neutra. Santa Barbara, CA: Capra, 1989. Print.
Neutra, Richard Joseph, and Julius Shulman. Richard Neutra on Building: Mystery and Realities of the Site. Scarsdale, NY: Morgan & Morgan, 1951. Print.
Neutra, Richard Joseph. Survival through Design. New York: Oxford UP, 1954. Print.
Sadler, Mary H. The Rice House Nomination Form. National Register of Historic Places; Register Form. United States Department of the Interior & National Park Service, 2 Nov. 1999.