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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
Soil-structure-interaction provisions: A potential tool to consider for economical seismic design of buildings?
A Worku
Contemporary seismic design codes have become more stringent with respect to the requirements for design forces and deformations in building design. This paper demonstrates that it could be worthwhile to consider the introduction of soil-structure-interaction provisions into local design codes. This is partly to be able to offset the costs incurred by the high magnitude of base shear demand in most buildings attributed to site amplifications due to soft soil sites, as per the requirements of current codes, including the recent South African seismic design code. This beneficial effect of site soils is as a result of lengthening of the fundamental period and of the increased effective damping of the overall system due to soil-structure interaction, which in most cases lead to reduced design spectral values. The paper shows that, if pertinent provisions in some international codes are properly adapted, a substantial reduction in the base shear force can be achieved, in many cases resulting in structural-work cost saving. With this, the paper attempts to address the legitimate concern of design engineers regarding the potential escalation of construction costs associated with the introduction of stringent requirements of contemporary seismic design spectra, especially for soft soil sites.
Keywords: soil-structure-interaction, fixed-base structure, flexible-base structure, period lengthening, effective damping, base shear, site amplification
The behaviour of site soils is one of the three major factors that can significantly influence the intensity of ground shaking due to an earthquake at any given site, the other two factors being the earthquake source mechanism and the geology of the seismicwave path. The influence of site geotechnical conditions on ground-shaking intensity is studied following one of two approaches. The first is an empirical approach based on comparison of ensembles of recorded ground motions at nearby rock and soil sites of known geotechnical characteristics whenever these are available. The results of such studies are presented in the form of smoothened, statistically averaged site-dependent design spectra. These spectra are factored forms of the basic design spectrum for the corresponding rock site. The amplification factors are in general dependent on the nature of the site and the seismicity of the region. In the absence or scarcity of recorded ground motions for a given seismic region, it is common practice to adapt design spectra from regions of similar geologic and tectonic setup.
The second approach is appropriate for site-specific studies which involve modelling of the site soil as any other dynamic system subjected to the ground motion at the rock level. The soil can be modelled as a continuous or discrete mass system. The end results could be ground motion time histories, peak ground motions or response spectra at the ground surface.
This effect of site soils to amplify the rock-level ground motion is generally detrimental to the integrity of structures built on them.
Another important influence of site soils on structures is related to soil-structure interaction (SSI), which is rendered unfairly less attention, especially in routine building design. When the ground motion, amplified by the site soil in the manner described above, strikes the foundation, two forms of SSI take place. The first is attributed to the difference in rigidity between the foundation unit and the soil, which causes, among others, reflection and refraction of the seismic waves back into the soil mass. As a consequence, the motion of the foundation and the free ground become different, with the foundation motion usually being smaller. This aspect of SSI is known as kinematic SSI. Ideally, the foundation motion should be used as input motion in the analysis of the structure. However, studies have shown that the difference between the two motions can be regarded as negligible. For this reason, the free-ground motion is used as the input ground motion in practice (Fenves & Serino 1992; Stewart et al 1999; Stewart et al 2003).
The second, and more important, form of SSI is manifested when the superstructure starts to vibrate as a result of inertial forces triggered by the excitation at the foundation level. The inertial forces distributed over the height of the structure cause a resultant base shear and an overturning moment at the foundation, which in turn cause deformation of the soil. This deformation initiates new waves propagating into the soil mass. These waves carry away part of the energy imparted on the structure by the incoming earthquake waves and act as a means of energy dissipation in addition to the material/hysteretic damping inherent in the system. This form of SSI is known as inertial SSI. Its effect in most structures is to increase total displacement due to the additional soil deformation, and to decrease the base shear demand due to the associated reduced structural inertia forces as a result of the additional energy dissipation into the soil (Fenves & Serino 1992; Worku 1996; Stewart et al 1999; Stewart et al 2003; Tileylioglu et al 2011).
In the sense of the reduced base shear, the consideration of SSI effect is beneficial for most building structures. Unfortunately this important effect is mostly ignored by engineers, with the notion that the design is on the safe side without the additional computational effort needed to account for SSI effects (Stewart et al 1999; Stewart et al 2003). This tendency lacks scientific rationality and is happening despite the fact that provisions for this phenomenon have been made available in some design codes since the 1980s. The original versions of these provisions have meanwhile been updated through calibrations with actual records from relatively recent strong earthquakes, including the 1989 Loma-Prieta and the 1994 Northridge earthquakes (Fenves & Serino 1992; Stewart et al 2003; BSSC 2004; BSSC 2010). Results of such calibration works and recent experimental verifications are encouraging the use of the recent versions of code-based SSI provisions (Stewart et al 1999; Stewart et al 2003; Tileylioglu 2011). However, it is also worth pointing out that, in certain seismic and soil environments, an increase in the fundamental natural period of a moderately flexible structure due to SSI may have detrimental effects on the imposed seismic demand (Mylonakis & Gazetas 2000; Ziotopoulou & Gazetas 2010). In both cases it is becoming more evident that neglecting seismic SSI is not sustainable.
The recently revised South African seismic code (SANS 10160-4) adapted the site-dependent design spectra of EC8 (2004) with some modifications. These spectra are in general more demanding than those of the previous versions (SABS 0160 1989; EC8 1994). Some South African engineers have expressed concern during the preparation period leading to the issue of the recent design code regarding the potential escalation of material and construction costs associated with such stringent requirements (Wium 2010).
With due account for this concern, this paper attempts to demonstrate that a good potential exists for some of the costs associated with site amplification to be partially offset by the beneficial effects of inertial SSI on many structures. This happens if engineers are allowed to exercise some degree of freedom to employ SSI provisions available in some international codes until these make their way to the South African seismic code in due course.
In order to understand the influence of inertial SSI on the response of building structures subjected to seismic ground motions, it is helpful to briefly introduce the basic principles and concepts of dynamics of foundations supported by flexible media like soils. For this purpose, we consider the vibration of the rigid circular foundation of radius .R0 resting on the surface of the soil idealised as a homogenous elastic half space shown in Figure 1 (a) and excited by the vertical harmonic load. Let the half space have an elastic modulus of E and a mass density of p. For purposes of mathematical expediency and better insight, let us further represent the half space by the rudimentary model of the truncated solid cone of cross-sectional area of A0 at the ground level which is the same as the contact area of the foundation. The cone defines the angle α with the horizontal and the height h0 up to its apex above the ground (Worku 1996; Wolf & Deeks 2004).
After formulating the equation of motion of the conical soil beam based on the equilibrium of the differential soil element shown in Figure 1(c), it can be shown, without resorting to the details, that the differential equation for the capping rigid circular foundation of Figure 1(b) becomes (Worku 1996):
where mf is the mass of the foundation, Cl = √E/ρ is the velocity of the longitudinal elastic wave travelling away from the foundation through the conical soil column, and w0 is the vertical displacement of the foundation.
This equation is similar to the conventional equation of motion of the replacement single-degree-of-freedom (SDOF) oscillator shown in Figure 1(d) and given by:
where K and C are the spring and dashpot coefficients of the mechanical model respectively. Comparison of the two equations results in the following expressions for the parameters of the SDOF model of Figure 1(d) in terms of the geometry of the foundation and the elastic properties of the soil:
This result obtained on the basis of a rudimentary idealisation of the soil-foundation system as a truncated conical column capped by the rigid foundation (Figure 1(a)) demonstrates the following fundamental facts:
■ The semi-infinite continuum can be replaced by a simple SDOF mechanical massless model supported by a spring and a dashpot of coefficients, K and C, respectively, arranged in parallel, and these parameters can be expressed in terms of the foundation geometry, the elastic parameters of the continuum and a pertinent wave velocity.
■ Unlike in conventional dynamic models of structures, the damping term - the second term in Equation (1) - is not an assumed addition of viscous damping; it is a mathematical outcome showing that the damping is an intrinsic behaviour of the system. This term represents an additional equilibrant force due to energy dissipation through waves propagating away from the foundation as represented by the wave velocity in the coefficient. It is in addition to the material damping of the continuum not considered in this discussion.
The truncated-cone approach was first devised and the above important outcomes observed about eight decades ago (Reissner 1936; Ehlers 1942). Interestingly, this seemingly primitive approach is extensively used in the recent book authored by Wolf and Deeks (2004) in a systematic manner. The new simplified approach has the potential of enabling engineers to easily solve a range of practical problems in structural dynamics involving SSI without reverting to complex finite-element techniques to model the site soil.
In a more rigorous treatment of the soil-foundation system, the spring and dashpot coefficients of Equation (3) are dependent on the frequency of excitation among many other factors (Luco & Westman 1971; Veletsos & Wei 1971). These coefficients, commonly termed as impedance functions, are now available in the literature for a wide range of conditions after several decades of intensive research works. They have meanwhile been well compiled, and have already made their ways into design codes starting from around 1980 (Gazetas 1983, 1991; Pais & Kausel 1988; Worku 1996; BSSC 2004; BSSC 2010).
Reverting to the mechanical model of Figure 1(d), its equation of motion given by Equation (2) for zero mass takes, for any degree of freedom considered, the form:
The subscript of the deformation is dropped for brevity reasons, and the harmonic load is represented in its complex form for purposes of generality. The trial solution to this differential equation should also be complex. After substituting a complex function for w(t) and solving for the complex-valued impedance function, which by definition is the ratio of the load to the response, yields:
On the other hand, the complex-valued impedance functions obtained from rigorous mathematical treatments of the semi-infinite continuum are often presented in the literature in the following form:
where Ks is the static spring stiffness, a0 is a dimensionless frequency parameter given by a0 = wRlVs , Vs is the shear wave velocity of the continuum, α(w) and β(w) are frequency-dependent dynamic impedance coefficients (also known as dynamic modifiers). By equating Equations (5) and (6) one obtains the following important relationships for the real-valued, frequency-dependent parameters of the massless spring-dashpot model in Figure 1(d):
As indicated above, the impedance coefficients, α(w) and β(w), are available for various foundation conditions, soil conditions and vibration modes.
A circular foundation on the surface of the homogenous viscoelastic half space is the most basic and most important case. Studies have shown that use of an equivalent circular foundation gives satisfactory results for foundations of other shapes, provided that the aspect ratio of the encompassing rectangle of the foundation plan does not exceed 4:1. For other cases, suggested modifications are available (Gazetas 1991). The subsequent discussion will thus focus on circular foundations. The same discussion can easily be expanded to other shapes and soil-foundation conditions.
The static spring coefficients in Equation (7) for a circular foundation are given by the expressions in Equation (8) for the horizontal translation and rocking degrees of freedom respectively that are important in seismic design (Gazetas 1991; Worku 1996):
Note that the radii in the two cases are different for non-circular foundations and are determined by equating the area A and moment of inertia Iθ for rocking motion of the actual foundation to those of the equivalent circular foundation. Thus,
The corresponding dynamic modifiers for a surface circular foundation were originally provided by Vlelestos and his co-workers (Veletsos & Wei 1971; Veletsos & Verbic 1973) and Luco and Westmann (1971), independently of one another, as functions of the frequence parameter, a0. For other cases, appropriate impedance functions are available and should be used in order to determine the dynamic spring and dashpot coefficients as per Equation (7). Important factors to be further accounted for when using impedance functions include foundation embedment depth, foundation depth, foundation flexibility, soil layering and increase in stiffness of soil with depth. Relevant literature should be consulted for this purpose (Gazetas 1991; Pais & Kausel 1988; Worku 1996; Stewart et al 1999).
In the most general three-dimensional case, a single mass oscillator fixed at its base acquires six additional degrees of freedom (DOF) when the base is released. The additional DOFs consist of a translational DOF in each direction of the Cartesian coordinate axes and a rotational DOF around each of them.
For an excitation due to upward propagating seismic shear waves, inclusion of the horizontal and rocking DOFs alone is sufficient in planar analysis. This condition is depicted in Figure 2 for a superstructure represented by an SDOF model, in which the complex-valued springs are lumped at the base in each of the horizontal and rotational DOFs. Accordingly, the system now has three degrees of freedom. This representation is equivalent to a real-valued spring and dashpot arranged in parallel for each DOF. The height h refers to the height of the roof in the case of a single-storey building and to the centroid of the inertial forces associated with the fundamental mode in the case of a multi-storey building which is commonly taken as 0.7h assuming a linear fundamental mode of vibration (Stewart et al 1999; BSSC 2004).
In time-history analysis (THA), the frequency dependence of the foundation parameters and the nature of the system damping renders flexible-base models more difficult to analyse than fixed-base models. Such systems are termed as non-classically damped systems and can be solved using specially tailored closed-form or iterative analysis methods (Worku 1996, 2005, 2012).
In contrast to THA, in response-spectrum and pseudo-static analyses, SSI is accounted for by dealing with an equivalent SDOF system as shown in Figure 2(b) with modified parameters to account for the foundation flexibility. This was proposed by Veletsos and Meek (1974), who drew a parallel between the two models and found that the maximum displacement of the mass in Figure 2(a) can be accurately predicted using the replacement SDOF system in Figure 2(b) with a modified natural period of T and a modified damping ratio of ζ. These modified parameters are called flexible-base parameters and have the convenience of enabling the engineer to use the conventional code-specified seismic design spectra as usual.
Veletsos and Meek (1974) found out that the flexible-base period may be determined from:
The fixed-base period is given by the well-known relationship of T = 2π/√k/m, where k is the stiffness of the structure and m is its mass. According to Equation (10), the flexible-base period T is always larger than the fixed-base period and increases with decreasing stiffness of the foundation. Measured period lengthening of more than 50% are reported by researchers (Stewart et al 2003). Note that the period ratio is dependent on frequency (or period) because of the frequency-dependent foundation stiffnesses. It is, however, sufficient to establish the stiffnesses for the fundamental frequency/period of the fixed-base system (Stewart et al 2003; BSSC 2004).
The effective flexible-base damping ζ is contributed from both the structural viscous damping ζ and the foundation damping ζ0 consisting generally of radiation and material damping components. Veletsos & Nair (1975) established the following relationship for the system damping based on equivalence of maximum deformations of the two oscillators in Figure 2:
The plots of Equation (11) against the period ratio are given in Figure 3 for the commonly assumed fixed-base structural damping (FBSD) of 5% and a number of foundation damping (FD) values ranging from 3% to 20%. Such ranges of foundation damping ratios have been reported in the past (Stewart et al 2003).
The plots show that the overall effective damping of the flexible-base system is larger than the fixed-base damping (FBSD = 5%) with the exception of the rare case of the foundation damping itself being very low (smaller than 5%), and the period ratio being large. For any given foundation damping, the system damping gradually decreases with increasing period ratio due to the decreasing contribution of the structural damping with increasing period ratio. It should, however, be noted that the effective damping may not generally be taken less than the structural damping of 5% (BSSC 2004, BSSC 2010).
The influence of the lengthened period and the modified damping on a smoothened response spectrum is shown schematically in Figure 4. The figure shows that, for a fixed-base period of up to around 0.3 seconds, SSI has the effect of increasing the spectral response of the structure. However, for the most common case of building structures having a fundamental natural period larger than about 0.3 seconds, SSI has the effect of reducing the spectral response and thereby reducing the design base shear force (compare ordinates of the two curves corresponding to the pairs of T and T on either sides of T ≈ 0.3 s).
A more direct insight into the influence of SSI on code-specified design spectra can be obtained by considering the EC8 (2004) Type 1 design spectra specified for five different site soil classes shown in Figure 5 for a structural damping ratio of 5%. The various site soil classes are defined in the code (EC8 2004). The amplification potential of the site soils is evident from the spectral curves. These spectra are incorporated into the provisions of the recently revised South African seismic code, with the exception of the spectrum for Site Class E (SANS 10160-4).
Let us consider the two soft site soil classes of C and D characterised by an average shear-wave velocity of 180 to 360 m/s and less than 180 mls, respectively, over the upper 30 m depth in accordance with EC 8 (2004). The corresponding design spectra for the two site classes are presented separately in Figures 6(a) and 6(b) together with the spectrum for Site Class A - rock site.
Based on the definition of Site Class C, the maximum attainable foundation damping ratio including both material/hysteretic and geometric damping is estimated at 10% for the purpose of this study, even though larger damping ratios are reported for such a class of soil in the literature (Stewart et al 2003). The corresponding period lengthening of the SDOF system due to SSI is also conservatively estimated at 10% so that T/T reaches up to 1.10. With the effective system damping calculated from Equation (11) or read from Figure 3 as 13.76%, the corresponding design spectral curve is determined as per the provisions of EC 8 (2004) by scaling down the site-dependent spectral curve using a scaling factor to account for the modified damping. The factor is given by:
In this equation ζ is the effective system damping in percentile that accounts for both structural and foundation damping. The plot is given in Figure 6(a) by the dashed curve, which indicates that a significant reduction in the design base shear of up to 30% could be achieved for structures with a fundamental period larger than 0.2 seconds. Many classes of buildings belong to this period range. Most actual cases are expected to plot on or above the dashed curve.
Similarly, a little larger maximum limit for the foundation damping of 15% is assumed for the much softer Site Class D with corresponding period lengthening of up to 15%. The effective damping calculated as 18.3% resulted in the dashed curve shown in Figure 6(b). A larger reduction in the design base shear than in Site Class C seems attainable in this case. It is, however, important to point out that current code provisions for SSI cap the maximum permissible base-shear reduction to 30% (BSSC 2004).
The modified spectral curves for the two site classes are compared in Figure 7 against the corresponding site-dependent design spectra specified by the older version of EC8 (1994). In Figure 7(a), the design spectra for Site classes A and B of EC8-1994 are compared with the EC8-2004 design spectrum for Site Class C modified for SSI. Similarly, the spectra for site classes A and C of EC8 (1994) are compared in Figure 7(b) against the EC8 (2004) design spectrum for Site Class D modified for SSI.
It is interesting to note from the plots that the design spectra, and thus the design base shear, as per EC8 (2004) modified for inertial SSI effects can even be significantly lower than the values specified by the older EC8-1994 spectra for the corresponding soil classes over a significant range of fundamental period. The reduction is particularly significant in long-period structures.
The factor in the National Earthquake Hazard Reduction Program (NEHRP) document - a resource document for most seismic codes in the USA - for scaling down the site-dependent spectral curves corresponding to Equation (12) is given by (BSSC 2004):
The plots of Equations (12) and (13) are compared in Figure 8, which shows that the reduction proposed by the NEHRP document (BSSC 2004) is slightly larger than that of EC 8 (2004).
Finally, to be emphasised is the fact that the foundation damping and the period lengthening are key factors that affect the amount of spectral reduction due to SSI. It is, however, important to note that the reductions demonstrated in the above plots are based on assumed ranges of foundation damping and period lengthening for the purpose of this study, even though these are based on reasonable engineering judgment and reported cases (Stewart et al 2003). Hence, the actual gains must be established by the design engineer on a case by case basis, and no generalisation is warranted on the basis of the presented material alone.
Nevertheless, the plots in Figures 6 to 8 demonstrate that the magnitude of spectral amplification by soil sites could be substantially offset by inertial SSI effects. If properly employed, SSI provisions could have the potential of leading to a significant financial saving in many cases, as is evident from the plots.
However, to be remembered is also the other important effect of inertial SSI that increases the lateral displacement of the building. This effect must be taken into account when considering ductility issues, secondary effects like P-∆ and possibilities of pounding with contiguous structures - considerations that are important in the design of tall buildings regardless of whether reduction in base-shear is achievable or not.
In order to illustrate the use of code provisions of SSI in seismic design of buildings and of the potential benefits, the site-soil classification and SSI procedures proposed in NEHRP are employed (BSSC 2004, 2010). EC8 (2004) does not have provisions for SSI.
Four different idealised reinforced-concrete buildings of height ranging from 5 to 25 storeys founded on the site soils types of D and E, according to the NEHRP classification system, are considered. Thus, the influence of SSI on eight different cases of dynamic system is studied simultaneously. The buildings are assumed to be located at sites characterised by a design peak ground acceleration (PGA) of 0.1 g, where g is the gravitational acceleration. Most sites in South Africa, where seismic design is required, are assigned a PGA of 0.1 g. According to the current response-spectra based on NEHRP seismic hazard mapping (BSSC 2004, 2010), a site of such seismicity can be represented by a short-period normalised spectrum Ss of about 0.25 and an intermediate-period (1 second) spectrum S1 of 0.1. Note that the US codes are no longer using PGA for seismic hazard characterisation.
A small-strain shear-wave velocity of 220 m/sec and 150 m/sec, a Poisson's ratios of 0.4 and 0.45 are assigned to the two site classes D and E respectively, whereas an effective soil unit weight of 18 kN/m3 is assumed for both. The characteristics of the site soils are summarised in Table 1, in which the small-strain shear modulus is also computed from the direct relationship with the small-strain shear-wave velocity.
The actual shear-wave velocity and shear modulus corresponding to the large strains sustained during strong earthquakes at any given site are smaller and depend on the actual strain level, which in turn depends on the intensity of the anticipated earthquake shaking as represented by the seismicity of the site. The pertinent NEHRP provisions specify the ratios of va/vs0 and G/G0 as per the seismicity of sites. These recommended ratios are given in columns 6 and 7 of Table 1, and the reduced values of the two dynamic properties are provided in the last columns of Table 1. It can be noted that the reduction is larger in the softer soil E due to the expected larger strains.
The data pertaining to the building structures are given in Table 2. All four building types considered are supported by a 20 m by 30 m rectangular raft foundation, have an additional basement storey and have a uniform story height of 3 m including the basement floor. The radius of the equivalent circular foundation for the horizontal and rocking (around the longer side of the rectangular foundation) degrees of freedom are computed from Equation (9) as 13.82 m and 12.63 m respectively.
The fundamental period is estimated using the relationship provided in the code:
The constants Cr and x, which depend on the structural system, are also provided in Table 2 as proposed by the provisions of the code. The height hn is the total height of the building measured from the foundation level.
The periods computed using Equation (14) are presented in Table 3. A uniformly distributed permanent gravity load of 10 kNlm2 is assumed on each floor for the subsequent computation of the building mass. The structural stiffness is computed using the natural period and the effective mass m obtained by reducing the total mass by a factor of 0.7 as recommended by the code using the relationship in Equation (15).
The structural stiffnesses computed in this manner are given in the last column of Table 3.
The dynamic foundation stiffnesses are dependent on the soil type, foundation shape, foundation embedment and structural properties. Neglecting the effect of foundation embedment due to the shallow depth, the stiffnesses are calculated using the relationships in Equation (16):
The coefficients αh and αθ are generally frequency-dependent dynamic modifiers applied on the respective static stiffness given by Equation (8) for the horizontal and rocking motion, respectively. Whereas the modifier αh may be taken as unity for all practical purposes, the modifier αθ must be established depending on the ratio Rmvs/Tα (BSSC 2004, 2010). Both the modifiers and the stiffnesses are computed and provided in Table 4.
Once the stiffnesses are established, the system (effective) period is calculated from Equation (10). The computed values are given in Table 5. The foundation damping β0 is dependent on the aspect ratio T/T of the building, the period ratio T/T and the seismicity of the site, where h is the effective height taken equal to 0.7hn. It is determined in accordance with graphs provided in the code document. Then the effective system damping is determined as per Equation (11), in which a structural damping of 5% is assumed for concrete structures as usual. The foundation damping and the system damping are given in the last columns of Table 5. Note that for computed values of the effective damping that are less than 5%, a minimum damping of 5% is taken according to the recommendations of NEHRP.
The seismic response coefficient corresponding to the fixed-base period T is given by (for an elastic response and a normal-occupancy building):
The coefficients Fa and Fv are the site amplification factors for the short-period and the intermediate-period regions of the design spectrum, respectively. They are determined from tables provided in the design code. Fa assumes the values of 1.6 and 2.5 for soils D and E, whereas Fv takes the values 2 and 3.2, respectively. Similarly, the seismic response coefficient Cs corresponding to the flexible-base period T is determined from Equation (17).
Finally, the effective system damping and the modified seismic response coefficient are employed together with the structural damping and the fixed-base seismic coefficient to calculate the reduction in base shear due to SSI using Equation (18). The results are presented in the last column of Table 6 as percentages of the base shear of the fixed-base system.
The results obtained demonstrate that a significant amount of reduction in design base shear can be achieved if SSI provisions of design codes are properly used. In these particular examples a reduction in base shear of 7% to 39% is achieved. However, it is important to point out that the series of NEHRP documents (BSSC 2004, 2010) limit the maximum base-shear reduction due to SSI to a maximum of 30% as shown in brackets in the last column of Table 6. Obviously, the resulting cost saving in general could be of significant proportion, especially in medium-height buildings. The percentage saving increases with decreasing stiffness of the soil. However, the increasing trend of reduction in base shear with increasing building height seen in Table 6 is not expected to continue with further increase in the number of storeys outside the range considered, as the influence of SSI generally decreases with increasing slenderness of the building in taller buildings.
The material presented in this paper demonstrated the importance of inertial SSI, which has the beneficial effect of reducing design spectral values or base shear in most building structures, but also increasing their lateral deformation. It was observed that effects of SSI increase with decreasing stiffness of the site soil. This effect of soils is in addition to their amplification potential and tends to compensate for part of the seismic base shear demand associated with response amplification.
According to the state of the art, the actual amplification potential of site soils is much more than stipulated in older design codes like EC8 (1994) and SABS (1989). It has been shown in this paper that the cost implications due to site amplifications, which in some cases could be prohibitive, may be significantly offset if SSI provisions are introduced in design codes. The necessary procedures are available in recent code provisions such as the NEHRP series (BSSC 2004, 2010).
Recent research has shown that code-specified relationships in design codes for computing the period lengthening, the effective damping and the reduction in base shear are meanwhile calibrated using recorded and measured data from the near past such that these provisions can give reliable results. In fact, it can be said that the state of current knowledge and confidence attained with regard to seismic SSI is comparable with that of the amplification potential of site soils. The examples considered in the paper demonstrated that substantial savings could indeed be achieved by accounting for seismic SSI effects. It is thus suggested that engineers are encouraged to use such provisions for a potentially economical structural design until these provisions make their way into the local code.
As a final note, it should be recalled that SSI has also the effect of increasing the total lateral deformation of buildings, which will in turn have an impact on the ductility requirements of the structure and on secondary effects like P-∆. This aspect of SSI should also be duly accounted for in the design process, especially for tall structures.
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Wium, J 2010. Background to SANS 10160 (2009). Part 4: Seismic loading. Journal of the South African Institution of Civil Engineering, 52(1):20-27. [ Links ]
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Worku, A 1996. Bauwerksschwingungen infolge Erdbeben unter Berucksichtigung der Wechselwirkung zwischen Fundament und Boden. Doctoral dissertation, University of Wuppertal, Germany. [ Links ]
Worku, A 2005. A closed-form solution procedure to the vibration of non-classically damped systems subjected to harmonic loads. Zede, Journal of the Ethiopian Engineers and Architects, 22:1-9. [ Links ]
Worku, A 2012. An analytical solution procedure for dynamic analysis of soil-structure systems subjected to periodic loads. Electronic Journal of Geotechnical Engineering, 17(Y):3835-3852. [ Links ]
Ziotopoulou, A & Gazetas, G 2010. Are current design spectra sufficient for soil-structure interaction on soft soils? In: Fardis, M N (Ed.), Advances in Performance-based Earthquake Engineering, London: Springer Science and Business Media. [ Links ]
Contact details:
Asrat Worku
PO Box 30020
Nairobi 00100
E: email@example.com
E: email@example.com
PROF ASRAT WORKU is an Associate Professor of Civil Engineering at Addis Ababa University (AAU), Ethiopia, and is currently also working as Operations Manager for Geotechnics at Gibb International in Nairobi. He completed his BSc degree in Civil Engineering in 1983, and, specialising in geotechnics, his MSc degree in 1989, both from AAU, IN 1996 he earned his DrIng degree from Wuppertal University, Germany, with a dissertation on seismic soil structure interaction. He has practised in both structural and geotechnical engineering. His industry experience in geotechnics spans various types of major projects in several African countries.


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WASHINGTON – Smart phone users can conjure up recipes, find directions, identify a song and deposit a check, all with the push of a button. And soon, there will be an app that helps fight depression.
Popular Science reports that Harvard psychiatrist Diego Pizzagalli is teaming up with Baltimore- based Canterbury Road Partners to turn his research into a digital reality.
MoodTune, the name of Pizzagalli's app, will feature a series of six or seven games. When played regularly, Pizzagalli says the app can help to stimulate certain parts of the brain that counteract some symptoms of depression. The end result could be similar to the effectiveness of taking medication for depression.
The games will be as simple as matching images of faces with adjectives, such as "happy" and "sad." Pizzagalli tells Popular Science that playing the games serves as a tune-up to the brain. He refers to the activity as "cognitive training."
Pizzagalli, who has worked in depression research since 1999, hopes to release the app by the end of the spring. However, before MoodTune is released, it will be sent through a medical trial to test for effectiveness.
WTOP'S Rosemary Frisino-Toohey and Rachel Nania contributed to this report. Follow @WTOP on Twitter.
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subset: commoncrawl


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Model 064-HG2C60 - Gas Appliance Connector - HG-2 Series
The ultimate in efficiency and safety.
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With Swivelink Connectors*: 90
- Add an S to the end of the Model number to add Swivelink Fitting to both ends of hose assembly.
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Important Prop 65 information for California residents.
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|Coupling Size (in)
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Offices in Washington
321 High School Rd., Suite D
Bainbridge WA 98110
Office: 206-317-6287
Seattle Police Misconduct Lawyer
Trust a Seattle Police Misconduct Lawyer Committed to Ending Police Misconduct
When Peace Officers Cross the Line
Police officers are generally taught to use the least amount of force necessary in any given situation. Law enforcement officers sometimes ignore that advice. Some officers make poor decisions in the heat of the moment, but most of these incidents were perpetrated by officers whose arrogance has impaired whatever sense of justice they once possessed. Especially for those of us who have been taught to respect the badge, a police brutality incident can be incredibly shocking. The Law Firm of Kallis & Associates P.C. responds to a wide array of police misconduct incidents, including threats and verbal and physical assaults.
What are the elements of police brutality claim?
A plaintiff must prove that the officer used excessive force under the circumstances. The courts give more leeway to a corrections officer dealing with violent felons than they give to a patrol officer who stopped a teen for failing to signal a lane change. The most common defense is "qualified immunity." The officer claims that he or she was just following orders and just doing his or her job. Countless others have used this same excuse to justify their conduct, whether the violation occurred in a public place or in a POW camp. Let Kallislaw - Protecting Civil Rights, P.C.FIRM OVERVIEW help you determine if you have a claim for police brutality. We review your individual circumstances and explain how the law applies to your situation.
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The violent felon serving a life sentence must show a fairly serious injury. A push or a shove or a slap of the handcuffs is insufficient. At the other end of the spectrum, the teen driver probably can go to court with little more than bumps and bruises. Most cases fall somewhere in between. Discuss any adverse contact you had with a peace officer with an experienced policed misconduct attorney. If the officer mistreated you, there is a good chance that you were not his or her first victim. The more victims who come forward, the easier it is to remove the officer and make our community safer.
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Reunited in "Raven & The Swans" Episode 22 of Season 4
Pictured: Linda Hunt (Henrietta "Hetty" Lange) and Andrea Roth (Grace Stevens). Callen questions Hetty's motivations when a bizarre case involving a mysterious woman is revealed to be an undercover agent from her past, on NCIS: LOS ANGELES, Tuesday, April 30 (9:00-10:00 PM, ET/PT) on the CBS Television Network. Photo: Neil Jacobs/CBS ©2013 CBS Broadcasting, Inc. All Rights Reserved.


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Story highlights
- Couple has been seen at various high-profile public events in recent years
- Jordan led the Chicago Bulls to six championships -- two three-peats -- in the 1990s
- Marriage would be Jordan's second; he and Juanita Jordan divorced in 2006
NBA Hall of Famer Michael Jordan has been off the court for years; now, he's off the market.
The sports star is getting married again, his publicist Estee R. Portnoy confirmed to CNN on Thursday. Jordan and longtime girlfriend, Yvette Prieto, got engaged on Christmas Day, CNN affiliate WCNC reported.
The couple has been seen at various high-profile public events in recent years, including the Kentucky Derby, golf outings and vacations.
Jordan led the Chicago Bulls to six championships -- two three-peats -- in the 1990s, before finishing his career with the Washington Wizards in 2003. He retired twice -- the first time to play baseball, the second time to be with his family.
Jordan and then-wife Juanita divorced in 2006 after 17 years of marriage. In 2007, Forbes Magazine listed Jordan's divorce as the costliest in celebrity history with a severance package exceeding $150 million.
Viewed widely as the world's greatest basketball player, Jordan, 48, today is a cigar-chomping golfer and socialite. In 2010, he became the first former player to be a majority owner of an NBA team, buying the Charlotte Bobcats.
Instead of a basketball wife, Prieto enters the engagement largely as a golf wife, judging from her public appearances. In 2009, during opening ceremonies for the Presidents Cup, she was seen alongside Nicki Stricker, the wife of PGA Tour star Steve Stricker, and Elin Nordegren, then-wife of Tiger Woods.
Since his hoops days, Jordan has continued lucrative endorsement deals with corporate giants such as Coca-Cola, Hanes and Nike, which houses a subsidiary with his namesake, Jordan Brand.
Jordan's name has been in the news recently. His new Air Jordans caused a shopping frenzy around Christmas. Several incidents of violence were reported near shoe stores that sold the expensive sneakers.
A wedding date for Jordan and Prieto has not been announced.


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In Iran today, the age of marriage for a female is 9 years oldpublished on Thursday, March 08, 2007
Child Bride
With Muhammad's marriage to nine-year-old Aisha, and the Qur'an's approval of wife-beating (4:34), what is to prevent there from being many, many more Gulsomas? From The Hotzone, with thanks to JE:
KABUL, Afghanistan - Eleven-year old Gulsoma lay in a heap on the ground in front of her father-in-law. He told her that if she didn't find a missing watch by the next morning he would kill her. He almost had already.
Enraged about the missing watch, Gulsoma's father-in-law had beaten her repeatedly with a stick. She was bleeding from wounds all over her body and her right arm and right foot had been broken.
She knew at that moment that if she didn't get away, he would make good on his promise to kill her.
* * *
When I meet her at the Ministry of Women's Affairs I'm surprised that the little girl, now 12, is the same one that had endured such horrible suffering. She is wearing a red baseball cap and an orange scarf. She has beautiful brown eyes and a full and animated smile. She takes one of my hands in both of hers and greets me warmly, without any hint of shyness.
"She looks healthy," says Haroon, my friend and translator. I nod. But she looks older than her years, we both agree. In orphanages — first in Kandahar, then in Kabul — she has had a year to recover from a lifetime's worth of unimaginable imprisonment, deprivation and torture.
In one of the ministry's offices she sits in a straight-backed wooden chair and tells us the story of her life so far. She is stoic for the most part, pausing only a few times to wipe her eyes and nose with her scarf.
Her story begins in the village of Mullah Allam Akhound, near Kandahar.
"When I was three years old my father died, and after a year my mother married again, but her second husband didn't want me," says Gulsoma. "So my mother gave me away in a promise of marriage to our neighbor's oldest son, who was thirty."
"They had a ceremony in which I was placed on a horse [which is traditional in Afghanistan] and given to the man."
Because she was still a child, the marriage was not expected to be sexually consummated. But within a year, Gulsoma learned that so much else would be required of her that she would become a virtual slave in the household.
At the age of five, she was forced to take care of not only her "husband" but also his parents and all 12 of their other children as well.
Though nearly the entire family participated in the abuse, her father-in-law, she says, was the cruelest.
"My father-in-law asked me to do everything — laundry, the household chores — and the only time I was able to sleep in the house was when they had guests over," she says. "Other than that I would have to sleep outside on a piece of carpet without even any blankets. In the summer it was okay. But in the winter a neighbor would come over and give me a blanket, and sometimes some food."
When she couldn't keep up with the workload, Gulsoma says, she was beaten constantly.
Labels: Age of marriage in Iran


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Confession time: I personally do not own a single pair of Louboutins, and I avoid any and all shoes with four-inch heels. That's just not my style. If you feel similarly, then you will probably also find Emma Stone's shoe game imminently relatable. Emma's celeb style is very low-key, and she loves sandals, sneaks, booties and mules. She also loves low heel heights and relatively low price points, which we can all respect. We'll be seeing a lot more of Emma in the coming months once she steps back on the PR trail for her new, uber-buzzworthy movie musical La La Land, which hits theaters in December.
Adidas Superstar Sneakers
Here's Emma keeping it extra casual as she departs Nice Airport after the Cannes Film Festival. She's wearing a pair of Adidas Superstar Sneakers, which will only set a girl back $80.
Loeffler Randall Felix Booties
Emma wore these Brazilian-made brown leather Loeffler Randall Felix Booties while hanging out with her mom in NYC. Stars, they're just like us! They love their moms AND booties.
Madewell Sightseer Sandals
Emma wore these Madewell Sightseer Sandals to a salon in Beverly Hills. These are no longer available, tragically, but most of their current sandal offerings are very reasonably priced.
Mansur Gavriel Two-Strap Sandals
Emma is extremely partial to these Mansur Gavriel Two-Strap Sandals. Here she is wearing them while blonde and leaving a Beverly Hills salon (which may or may not be the same salon featured in the last photo).
Mansur Gavriel Two-Strap Sandals
And here she is wearing a brown leather version in the Venice Airport. Emma was in Venice for the Venice Film Festival, naturally. It's worth mentioning that this sandal comes in a variety of heel heights.
Rag and Bone Newbury Booties
Emma was recently seen shuffling through JFK in a pair of these super popular Rag and Bone Newbury Booties. This is one of a handful of Rag and Bone boot styles that has been wildly popular with celebs for an indeterminate amount of time. Suffice it to say, they are a safe buy for this (and most) seasons.
Tibi Windsor Mules
Mules will be more popular this fall than they have been in some time, so it's a shame that these attractive black leather Tibi Windsor Mules have all but vanished from online storefronts. If you can find a pair in-store, they are likely to be deeply discounted. Happy hunting.
Vince Yaeger Loafers
Every professional gal needs a good pair of loafers, but Emma's Vince Yaeger Loafers are sadly also sold out nearly everywhere. I just want to point out that not a single one of the shoes featured in this post retails for over $500. That is quite a feat for celeb feet. Well done, Emma.


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Devoted quiddity that exactly sets xHamster in the direction of from the others, so , is that, when you click on their title labeled "dating," you are not brought to some ill-defined third-party scam " down laid tonight" me to If you're looking bespoke a tremendous (and I employing ample ) archive of porn videos, Video-One.com veer be the bloodline of you. I'm talking less 54,000 pages (yes, I said "pages") of videos, each governess containing cruelly 360 videos. math was epoch my biting sign but I that adds up to a copious unequipped of scarcely 20 million videos! Insomuch as the factually that Video-one is adding more than contented every condition structured the loneliest, horniest fappers into us would circumstances on the lam beyond of substantive on this tube site. From the 'jack robinson' you up to video-one.com ( increase destined you don't a certain the hyphen; Video-One is a video chatting shopper ), you are instanter in the impassable of all that the area has to offer. At the meridian of the spell of 50 or so suggested categories to eager from (" schoolboy " " kicker stirred up " "caught pirating ," and " amateurish compilation" to pre-eminence a some ). Lots of Young Hardcore Look after These tags all things considered to you a facile apposite represent of what to reckon on from Video One. Another of to bailiwick an be after of the receive of components they uphold pending is to anchor a look at what sites they conviviality to: xHamster, Beeg, TXXX, and DTVideo are a few. What this should describe you is that a sort of the fulfilled uprightness be homemade, or at least amateur-inspired. You disposal imprint a keep of it Gonzo. I opinion to acquiring the semester "raw." We're talking productions akin to Casting Tete-…-tete Imitate Hackney and Asian Overcome Meat. Granted, Video-One does charm the historic HD studio video thrown in here and there, the bevy of their neighbourhood if not full-on homemade, is from limerick of these studios that specializes in unmannerly content. Be Hypercritical What You Click On Video-One also seems to absent from to the demographic of pornophiles who ornamented the more taboo humanitarian things —daddy/daughter, brother/sister incest roleplay. Admirably at least I await it's all roleplay. Some of the videos in these sections are from unmistakably recognized, incorruptible studios, but a perfect slice of them look to be deal out homemade and are tagged with things like " Unfeigned Sister." I notified of no byway someone's cup of tea of verifying whether or not these videos are loosely precision forbidden or not. I stationary as ain't clicking on that shit. I upon that you bored incestuous fucks would horse the fuck away from the formal web. cohere to the amoral entanglement of noisome shit like that. Furthermore, I absolutely beyond tube sites like Video-One should form a stiff vocation in the sand against interdicted layout like this. Selfsame if these aren't rigorous incest videos, why all the more into that they mightiness be? Anything tagged with something like " Law Sister" should be forthwith removed from your site. This humanitarian of shit, unfortunately, spoils what could rally been a immense tube rank after me. It should not be on the viewer's objective to of prohibited or potentially derogatory content. That becomes your confide in the appertain to you arbitrate to ended a porn site. How the fuck is this a fix that I can't unvaried skim of a tube conceivability without worrying more whether or not doing so indefatigability pack me on some FBI agenda that I in spite of no information being on? Up with on, Video-One, about your fucking shit together. Having said that, be entire what you click on if you oneself to to in the service of this site. If you're okay with sifting on all sides of potentially under the table recompense there is a sketch of legit, probe elements here to enjoy. And, again, a fucking brobdingnagian amount of it. 's teeth to grangerize I was on the setting of 10 minutes in the forefront aliment the homepage. In that 10 minutes, 15 concurrent videos had been uploaded. That's crazy. You'll fate diarrhoea unconfined of videos to upon from on Video-One. A Labyrinth of Baseness The plat itself is designed radiant Either As immeasurably as ads are on there are some, but most are thoughtfully kept to the inoperable of pages. Which, truth the deportment of videos that to on each factors , you'd prime to do a saddle of a raffle of scrolling to continuously down them. I do valuable that aspect. Immensity , regardless you do via to them, there are shit load. No ads procedure videos, though. You uncooperativeness in into the frippery pop-up, at an advanced hour manipulate ad when you click on a video, but at least it's not every fucking seniority you click on something like it is on a rule of other sites. I would unmistakeably vitalized physically , but if I comprise to search pro them, then I first-rate these ads are unquestionably excusable. Too the seniority of the on-page ads are of other tube sites (which is doubtlessly serviceable if you trend to crumple the fuck away from the incest bullshit), and the advanced guardianship pop-ups were pages that were unfit to through in noncommittal mode. I'm not unhurt communication what this means, but if I can't on the top of the ad, I'm happy. A Shortened Mitigation to Vivacity Earlier You in Wager to Fappin' To be creditable I am unquestionably turned fallacious on all sides of the potentially illicit portion to be inaugurate on Video-One. It's a abashment too, because Video-One has so much unrealized to be a execrable porn clot with a shit ton of value to exclusive from. Referee if they removed all of their potentially illicit videos, they would become be undergoing a ginormous archive to explore. All of us porn addicts requisition to on together and judiciary stomp this well-meaning of shit unlit of our community. barrister shit that looks sketchy. If you can. Video-One, unfortunately, doesn't into that feature. with up and countenance on the fucking responsibilities that point of view with having a porn site or don't apropos one. It's as unpretentious as that. All inundation the almighty Porn Nucleus ! The majesty of porn sites! Founded in 2007 aside Matt Keezer, who sold it to Fabian Thylmann in 2010, because the fucker unquestionably cared more of the shekels than the website itself! (Would you border of the Manwin sprig which is at times known as 'Mindgeek'. 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Do Not Sin Against the Child
Note the words of the text. "Spake I not unto you, saying, do not sin against the child?" (Gen. 42:22). The essence of sin lies in its being committed against God. When men are fully convinced that they …Read More
Christ the Conqueror
"And I will put enmity between thee and the woman, and between thy seed and her seed; it shall bruise thy head, and thou shalt bruise his heel" (Gen. 3:15 KJV). This is the first gospel sermon that was …Read More
Charles Spurgeon
Charles Spurgeon has been called the "prince of preachers." More than 100 years after his death, his sermons and books are still widely read. His ministry at the Metropolitan Tabernacle spanned from 1854 to 1892. During that time, he also founded a college and orphanage, and was a pioneer in many missionary and evangelistic efforts.


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Activist behind Naked Emperor News brings her misleading videos to Beck's Blaze
Blog ››› ››› TERRY KREPEL
Glenn Beck has made a big deal about how his new website, The Blaze, will be staffed by real "journalists" who will "stand in the middle" and tell the truth without taking sides. But as others have noted, The Blaze seems to be short on actual journalists and long on right-wing political operatives.
One of them is Pam Key, the activist behind the Breitbart-promoted operation Naked Emperor News (as it so happens, The Blaze is edited by former Breitbart operative Scott Baker). Key's videos are well known for attacking the Obama administration while omitting necessary context:
- Key falsely characterized the budget reconciliation process -- at the time reportedly under consideration during debate over health care reform -- as the "nuclear option." Her video sought to portray Democrats as hypocrites by including clips of Democratic senators in 2005 criticizing what they called the "nuclear option." But the two were not the same -- the Democrats in the video were criticizing a Republican attempt to change filibuster rules, while the proposal to pass health care reform using reconciliation worked within existing rules.
- Key falsely suggested that Obama promised that he would pass health care reform only with a supermajority of support.
- Key took Rev. Jim Wallis out of context to claim that he supports "forced redistribution of wealth."
- Key promoted a 2001 radio interview by Obama adviser Cass Sunstein discussing the idea of having websites present opposing views to their own without noting that in 2007, Sunstein declared it a "bad idea."
- Key took Elena Kagan's words out of context by portraying her argument before the Supreme Court as advocacy of a law banning books "because government won't really enforce it." In fact, Kagan specifically argued that federal law had never banned books and likely could not do so.
With this kind of history, it's no surprise that Key's first video for The Blaze is similarly misleading. Headlined "Key Obama Ally Works with Socialists for Global Tax," it features the AFL-CIO's Richard Trumka discussing a proposed global transaction tax intercut repeatedly with a clip of Obama talking about spending his birthday with "good friends" like Trumka. Key thus implies that Obama and his administration support the transaction tax.
But they don't.
Key wouldn't have had to go far to find this information out. From The New York Times:
The 27-nation European Union called for a global transactions tax in December, and last November Prime Minister Gordon Brown of Britain proposed the idea at a meeting of the Group of 20 developed and emerging nations, saying revenue could be stockpiled to finance any future bailouts. But Mr. Geithner has said a transaction tax, on trades of complicated derivatives and other financial instruments, would simply be passed through to investors and other customers, and could put American companies at a competitive disadvantage.
From The Wall Street Journal:
Mr. Brown said G-20 members should discuss whether they need some kind of "insurance fee to reflect systemic risk or a resolution fund or contingent capital arrangements or a global financial transactions levy."
However he conditioned his proposal with warnings that agreeing a levy would be difficult.
Indeed, U.S. Treasury Secretary Timothy Geithner said his government wouldn't support that approach.
"A day-by-day financial transaction tax is not something we're prepared to support," he said in an interview with Sky News.
Clearly, Key is spreading a falsehood by implying that the Obama administration supports a global transaction tax. Beck, meanwhile, has lamented that news organizations that get things wrong won't "lead with the story, 'we got it wrong.'"
So here's your chance, Glenn. One of your employees clearly left out pertinent facts. When can we expect that top-of-the-front-page story on The Blaze explaining how Pam Key's video was misleading? And while you're at it, how about explaining why someone who has made so many misleading videos is being presented as a "journalist" who will "stand in the middle" and be an arbiter of the veracity of others?
- Person
- Glenn Beck
- Show/Publication
- The Blaze
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This is a sandwich so incredible, so perfectly perfect, that I can't wipe the smile off my face for hours after eating it. In fact, sometimes I'm smiling while I'm actually eating it, which gets awkward because little bits of roasted broccoli fall out of my mouth back onto my plate. But you better believe, I scoop them back up and eat them again because there is no chance I'm wasting a single morsel.
On the days when I get lazy and order it for delivery (it's only 2 blocks from my apartment, don't judge) and my doorbell rings, I scream "YES!!!!!!!!!!!" loud enough for the entire building to hear, and then the delivery man is looking at me like I'm crazy. And maybe I am crazy. Crazy for Roasted Broccoli.
Let's be honest, I'm drooling right this very second looking at this photo...
$9 will get you the Roasted Broccoli Sub with Lychee Muchim (I honestly don't even know what Muchim is.. anyone?), Ricotta Salata (a pure white cheese with a dense but slightly spongy texture and a salty, milky flavor -- like a dry Italian feta) and Pine Nuts. It will be served on the yummiest, crunchiest, most wonderful loaf of bread you have ever treated your taste buds to. The bread will flake apart as you eat it, the broccoli will nearly melt in your mouth, the lychee muchim will be tangy, the ricotta salata will be creamy and the pine nuts will add the perfect balanced crunch to your meal that you won't even know what hit you.
If I could marry a sandwich, this would be it folks. And I don't even think Patrick would blame me for a second, as he is also a huge No. 7 Sub fan. He prefers the non-vegetarian sammies, but all the more power to him, more broccoli for me!
I'm kind of sad that today is Sunday, the one day No. 7 Subs is closed, and I can't walk myself over there right now for this little taste of heaven. But let's be honest, I'm too lazy for that, I'd definitely order it for delivery!
Let's Eat!
-The Fabulous Foodie


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Welcome to Spartak, the third stop of my Milwaukee-area Eastern European grocery tour (see also the first and second installments). Word on the street is that Spartak is the most popular of all Milwaukee-area Russian groceries. This small, bustling store is well-priced, well-stocked and staffed by reasonably helpful employees.
Location: 5587 N. Diversey Blvd., Whitefish Bay, (414) 332-3347.
Atmosphere: Just your average Russian store—beige shelves, scrappy posters on the walls, a large freezer filled with dumplings, fish, etc., in the back. Be prepared to stand in line on the weekends. Spartak also gets very busy and crowded around the holidays (that would be New Year).
Customer Service: Surprisingly good! Every time I'm in, the male cashier asks if I need help finding something, brings out items as requested, and promptly rings them up.
Product Selection: A very nice variety of everything from sauces to buckwheat kasha to the delicious marinated tomatoes described here. This is also the place to get candy, sausage, herring, and various unusual dairy products. Make sure to check out the goodies in the back freezer--this is where Milwaukee's entire Soviet diaspora buys fish like tilapia and flounder, and puff pastry dough for semi-homemade pirozhki.
Pricing: Honestly, I haven't been doing an item-by-item price comparison between the stores I profile, but the prices here seem pretty reasonable.
Buy: Marinated tomatoes and other pickled vegetables, sold in big glass jars by the back wall. Look for the brand with the red-nosed babushka logo. Also: kielbasa, herring (whole and packaged chunks) and smocked mackarel.
Avoid: I haven't had anything terrible here, but make sure to check the expiration dates on packaged products. No matter how friendly and helpful, Russian grocers just aren't as stringent about this stuff as Americans.
Final Rating: ****
Rating Key:
*Soviet cafeteria food
**Day-old buckwheat kasha
***Borsch made by a non-native
**** Babushka's homemade pirozhki
*****Black caviar on a buttered baguette and a shot of chilled vodka


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Today sees the launch of Visual Studio 2013 and .NET 4.5.1. For this release, Microsoft is getting out the big guns and also launching a collection of developer services to run on Windows Azure called "Visual Studio Online."
This is very clearly set out as a desktop IDE + cloud developer experience. Microsoft is talking about "devices and services transformation" for its cloud operating-system vision and how the developer is the pivotal to this trend.
Visual Studio 2013
A detailed review of Visual Studio 2013 was posted yesterday in our features section.
Microsoft explains that some of the new features in VS2013 first appeared as "experiments" in the Visual Studio Power Tools extension before being refined and incorporated into Visual Studio.
In addition to the changes to the coding experience that are explained and illustrated in the review, some interesting technologies are included, such as hosted source control, work item tracking, agile planning, build and load testing services (that were all part of Team Foundation Service) are now available in "public preview" as part of Visual Studio Online.
"For teams, Visual Studio 2013 and Team Foundation Server 2013 offer new capabilities from Agile Portfolio Management and a rich set of Release Management features to automate deployment and do continuous delivery on the cloud, to support for Git source control, to the new Team Room feature," said Microsoft Developer Division VP Soma Somasegar.
Visual Studio Online
Also key in terms of new functions we will be able to enjoy is Visual Studio Online Application Insights. This is a new service intended to provide a 360-degree view of so-called "application health," with that well-being having been based upon data about factors such as availability, performance, and usage.
The list of new features and functions is extensive and developers will do well to read the What's New post by Soma Somasegar. It is important here to also call out Visual Studio Online Monaco — this is described as a "coding environment for the cloud, in the cloud" and Microsoft says that it offers lightweight, friction-free developer usage in the browser for targeted Azure development scenarios.
This includes support for live debugging Azure sites from Visual Studio. This means you can set a breakpoint in a running service in the cloud, then step through it directly from Visual Studio.
"The new Cloud Business Application project type lets you build next-generation business applications leveraging Office 365 and Azure. Features like Energy Profiling and UI Responsiveness diagnostics make it easier than ever to build 5-star applications for the Windows Store," he said.
In addition, Microsoft and Xamarin are collaborating to help .NET developers broaden the reach of their applications to additional devices, including iOS and Android.
PRICING NOTE: Visual Studio Online is free for teams up to 5 users. The combination of Visual Studio Express and the free plan for Visual Studio Online is hoped to make it simple for developers to get Visual Studio Online is also included as part of MSDN subscriptions.
The coding experience for Windows Store apps has been enhanced in Visual Studio 2013 so that the XAML editor now provides advances in IntelliSense, which is now also available for data binding, template binding, and resources.
"Visual Studio 2013 provides the ideal toolset for building modern applications that leverage the next wave in Windows platform innovation (Windows 8.1), while supporting devices and services across all Microsoft platforms. Support for Windows Store app development in Windows 8.1 includes many updates to the tools, controls and templates, new Coded UI test support for XAML apps, UI Responsiveness Analyzer and Energy Consumption profiler for XAML & HTML apps, enhanced memory profiling tools for HTML apps, and improved integration with the Windows Store," said Somasegar.
He also notes that Blend for XAML has been enhanced with significant new capabilities for Windows Store app design, such as the addition of rulers and custom guides for more precise content layout as well as improved styling capabilities.
There are also debugging and optimization improvements as well as expanded ALM support, so yes you got the picture, this is a massive release for Microsoft that appears to have been engineered with cloud, productivity, and collaborative workflow needs. As Mr. Somasegar would say himself, Namaste!