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Pile design practice in southern Africa Part 2: Implicit reliability of existing practice
J V Retief; M Dithinde
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ABSTRACT]]> Limit state design has become the basis of geotechnical design codes worldwide. With the semi-probabilistic limit state design approach, load and resistance factors of (deterministic) design functions are calibrated on the basis of reliability theory. The calibration is done to obtain procedures that will ensure that a target level of reliability is exceeded under the design conditions within the scope of the design function. This is conventionally expressed in terms of the reliability index (β), which is related to the probability of failure (Pf). Acceptable existing design practice is an important source of information on appropriate levels of reliability.
Key words: pile foundations, South African practice, geotechnical design, reliability level
The model factor statistics presented in the accompanying paper (Dithinde & Retief 2013 - please turn to page 60) provide a clear indication of the need for a systematic treatment of the variability and uncertainty of design parameters and procedures in geotechnical design practice. The principles of reliability-based design providing the conceptual basis for such systematic treatment are sufficiently established to be captured in standardised procedures such as the International Standard ISO 2394:1998 (adopted as SANS 2394:2004) and converted into operational basis of design procedures such as Eurocode EN 1990:2002. The standardised procedures are based on limit states design format with a reliability-based framework to ensure appropriate performance levels for the load-bearing capacity and characteristics of the structure or civil engineering works.
Sufficient advances in the theory of reliability have been made to derive guidelines for levels of performance as expressed in terms of reliability representing probability of failure (Pf) for classes of structures and facilities. For various reasons, however, there is insufficient information available to develop reliability-based procedures purely on frequentist or statistical probability models. The most compelling argument for taking information from existing practice into account when reliability-based design procedures are developed comes from the success of present practice and codes which primarily rely on experience-based expertise and judgement.
Capturing the reliability performance from existing practice which is deemed to be acceptable, such as presented in the accompanying paper, is an important source of information for the development of standardised design procedures. One of the possible applications of the information on existing practice is to obtain an indication of acceptable levels of reliability, in comparison to other ways in which target reliability is established. This is the purpose of the present paper. In the process, representative probability models for pile resistance are obtained, that could subsequently be used for reliability calibration of standard design procedures.]]> A brief overview is firstly provided of the state of limit states design in South Africa -the standardised way in which the principles of reliability is formulated and related to limit states design, including a discussion of target levels of reliability in general and as established for South Africa, serves as basis for comparison of implicit levels of reliability derived for existing practice. Ultimately such implicit levels of reliability are derived, considering alternative probability models from the results of the accompanying paper, and determining representative cases and probability models.
The need of converting the now defunct Code of Practice for Pile Foundation Design (SABS 088:1972) to limit states design principles was recognised by the South African piling industry as far back as 1993. A concerted effort was also made by the Geotechnical Division of the South African Institution of Civil Engineering (SAICE) to adopt and apply geotechnical limit state design in South Africa, as summarised by Day & Retief (2009). Recent international and local developments have now added impetus to the introduction of probabilistic-based limit state geotechnical design in South Africa. These include:
i. Increased interest in harmonisation of technical rules for design of building and civil engineering works internationally as is demonstrated for instance by the activities of the ISSMGE (Orr et al 2002) and across disciplines, as demonstrated by the Eurocode set of design standards (CE 2002).
ii. The international acceptance of semi-probabilistic limit states as the standard basis on which the new generation of geotechnical codes are being developed today, such as Eurocode EN 1997:2004 Geotechnical design (EN 1997:2004) and the FHWA Manual for Load and Resistance Factor Design (LRFD) of bridge substructures (FHWA 2001).
iii. The publication of the revised South African Loading Code (SANS 10160:2011 Basis of structural design and actions for buildings and industrial structures) providing the reliability framework in Part 1 Basis of structural design, with the implication that the subsequent materials codes will be based on the same framework. Geotechnical design is included in this framework with the first step taken in Part 5 Basis of geotechnical design and actions as related to buildings and similar industrial structures.
The main advantage of the derivation of geotechnical limit states design procedures from the principles of reliability is that it provides a rational basis for such practice. In addition to enhancing the rationality of design for a specific situation (limit state, failure mode, construction type, etc) it also improves the consistency between the various situations within a single construction (geotechnical, substructure, superstructure, structural materials) or extends to the scope of application of the design procedures.
Common principles of reliability provide the rational basis for unification of geotechnical and structural design. This is an essential requirement for interrelated but specialised design procedures, not only since both elements are shared by individual constructions, but also for the purpose of technical communication between geotechnical and structural design practitioners.]]> At the highest level a rational basis for the underlying models and procedures is the only way in which international harmonisation of design practice can be maintained. The importance of sharing the wealth of international experience on the basis of harmonisation is usually appreciated, but the ability to provide optimally for local conditions whilst maintaining fundamental alignment with internationally accepted procedures is not always achieved or even attempted.
The theory of reliability, as applied to determine the performance of civil engineering works, is sufficiently mature to formulate standardised procedures for its application in design practice: The International Standard General principles on reliability for structures, ISO 2394:1998, was adopted as a South African National Standard SANS 2394:2004. The Joint Committee on Structural Safety Probabilistic Model Code (JCSS-PMC 2001) provides more detailed pre-normative reliability procedures and models. A notable development is the conversion of general reliability concepts into operational procedures as captured in the Eurocode Standard EN 1990:2002 Basis of structural design which provides a common basis for the set of Eurocodes. SANS 10160-1:2011 and SANS 10160-5:2011 respectively provide harmonisation with the Eurocode for the basis of design and geotechnical design. EN 1990 Annex C Basis of partial factor design and reliability analysis serves as reference for standardised reliability practice, with probabilistic models taken from Annex D Design assisted by testing in this paper.
A critical element of converting reliability analysis into design procedures is the establishment of acceptable levels of reliability. Some guidance on appropriate levels of reliability is given in SANS 2394:2004 and JCSS-PMC:2001. Application of appropriate levels of reliability in South African structural design is discussed by Retief & Dunaiski (2009). The implicit levels of reliability of existing design practice are recognised in standardised procedures such as SANS 2394:2004, EN 1990:2002 and FHWA HI-98-032 (FHWA 2001) as a basis for selecting target levels of reliability.
Given the importance of the reliability performance of existing practice serving as starting point for the calibration of more refined limit states design procedures, the purpose of this paper is to provide such an assessment of present pile construction and design practice in southern Africa. Implicit reliability serves as baseline for acceptable practice. Inconsistency in reliability across the scope of application can be identified, considering possible remedies and adjustments. Systematic calibration of the provisions of SANS 10160-5:2011 is another possible application of the results reported here.
The purpose of this paper is to assess the reliability performance of southern African pile design practice by exploring the application of the database of model uncertainties of pile resistance as reported by Dithinde et al (2011) where particulars of pile load tests and associated geotechnical information, design parameters and descriptive statistics are fully reported. Information from this pile database, together with additional statistical treatment as reported in the accompanying paper, serves as input to the reliability assessment reported here. A comprehensive range of soil conditions, pile geometry and resistance is incorporated in the database, to provide extensive representation of southern African pile construction practice in this assessment.
The concepts of reliability, as developed for geotechnical and structural design, are defined in SANS 2394: 2004. The operational basis for partial factor design and reliability analysis as presented in EN 1990:2002 is followed here since these guidance procedures also apply to SANS 10160-1:2011 for the general basis of design and SANS 10160-5:2011 specifically for the geotechnical basis of design.]]> The reliability-based performance function for a structure g(X1; . Xj) as a random function of the random variables (X1; . Xj) is expressed as a limit state function indicating the state beyond which the structure no longer satisfies the design performance requirements, as shown in Equation 1. The random variables consist of a specified set of variables representing physical quantities which characterise actions, and material properties (including soil properties and geometrical quantities) conventionally defined as basic variables. The probability of failure of the structure Pf is given by Equation 2. Pf can also conveniently be expressed in terms of the reliability index β and the cumulative normal distribution function Φ or the inverse normal distribution function Φ-1 as given by Equation 3.
Two distinct formats of reliability-based design applies, with Equation 1 representing the probabilistic format. The deterministic partial factors format for standardised limit states design is defined in SANS 101601:2011; the application of the partial factors format to geotechnical limit states design is defined in SANS 10160-5:2011. Reliability calibration is the process of determining appropriate values for the partial factors to achieve a specified level of reliability for a given limit state as derived from Equation 1. Since partial factors design procedures are expressed in deterministic format with various partial factors calibrated on principles or probabilistic reliability, it is classified as a semi-probabilistic procedure or Level 1 reliability-based design (EN 1990:2002).
Although the theory of reliability is firmly rooted in the mathematical theory of probability and related statistics, its success as an operational basis for geotechnical and structural design is directly related to the simplification and approximation applied to the representation of the basic variables (Xi) and solving of the performance function, Equation 1. The ultimate approximation comes from the conversion of Equation 1 into a deterministic design function which employs partial factors that are based on the theory of reliability (see for example Holický et al 2007).
The most important level of approximation is related to the degree to which sources of variability and uncertainty are treated comprehensively. On the one hand it is granted that reliability modelling does not provide for a vital component of failure, which derives mainly from phenomena such as gross human error. Therefore reliability levels are often referred to as notional reliability. On the other hand reliability modelling presents a powerful tool for identification of critical sources of uncertainty, providing the basis for quality management measures in defence against gross error. The most compelling argument for reliability theory to provide for variability and uncertainty is its modelling and predictive capability, equivalent to structural mechanics modelling of load bearing behaviour for structural and geotechnical design.
Central to the reliability basis of design procedures is the calibration of partial factors, which consists of an inverse reliability analysis process of calculating partial factors to exceed a given or target level of reliability (βτ) as an initial step. The establishment of an appropriate level of reliability in accordance with the design case under consideration therefore plays a key role in reliability-based limit states design, or more specifically the calibration of standardised design procedures.]]> Several approaches for setting the target reliability index are available. A pragmatic approach which is mostly followed is to apply a combination of the various methods. The methods include:
■ Risk-based cost-benefit analysis and optimisation
■ Failure rates estimated from actual case histories
■ Value set by regulatory authorities for a given limit state
■ Range of beta values implied in the current design practice.
Risk-based optimisation of reliability
The most rational approach for establishing the target level of reliability is through cost-benefit analysis and optimisation. Cost-benefit analysis entails the study of the variation of the initial cost, maintenance costs, and the costs of expected failure. It therefore represents the determination of reliability in the context of risk optimisation. The matter of the necessary inclusion of the loss of human life leads this process to be highly controversial. However, the relatively recent development of the concept of the Life Quality Index (LQI) which relates human life in neutral terms of marginal changes in life expectancy and working life (see for example Rackwitz 2008) should resolve this controversy. Although the LQI concept developed rapidly in recent years, no operational guidelines are available as yet, particularly for South African conditions.
Reliability levels for geotechnical design
The target probability of failure for a given structure can be established on the basis of failure rates estimated from actual case histories. For the case of foundations it is estimated that probability of failure (Pf) ranges from 0.001 to 0.01 - about one-and-a-half orders of magnitude below a "marginally acceptable" level and half an order of magnitude below an "acceptable" level according to the FHWA Manual for LRFD bridge pile design (FHWA 2001). However, many authors (e.g. Phoon 1995; Baecher & Christian 2003; Christian 2004) have cautioned that the probability of failure for constructed facilities is not solely a function of the design process uncertainties, as is the case for the calculated failure probabilities. Therefore, for comparison with calculated failure probabilities, the rate of failure from FHWA (2001) should be adjusted by one order of magnitude downward (Phoon 1995). If the suggested adjustments are effected, the probability of failure for foundations becomes 0.001 to 0.0001 which corresponds to target reliability index values (βT) of between 3.1 and 3.7.]]> Reliability levels for South African practice
The target levels of reliability for South African constructions within the scope of the revised Loading Code SANS 101601:2011 are discussed by Retief & Dunaiski (2009). Motivation is provided for maintaining the reference level of βT = 3.0 to be the same as that applied in SABS 0160:1989 (Milford 1988). The decision was based mainly on the argument that there was no evidence or justification for adjusting the level of reliability for South Africa. The reference reliability agrees with practice in countries such as the USA and Canada. It is consistent with guidance given in SANS 2394:2004 when South African economic conditions are taken into account.
The most serious challenge to maintaining the reference level of reliability for South Africa came from the default value of βT = 3.8 applied in Eurocode. It should be noted, however, that this value is not normative in Eurocode, but since safety is treated as a national issue βT can be selected by member countries. The high value of reliability applied in Eurocode was also judged to reflect higher levels of economic development, which implies lower relative cost of construction (or higher affordability) and consequent higher safety levels obtained in risk-based optimisation.
A factor which moderates the difference between South African target reliability and the Eurocode default value is that in calibration the reliability is seen as a constraint, whilst the Eurocode value is often seen as a target to be attained on average (SAKO 1999). The implication is that βT = 3.0 as a constraint differs less from βT= 3.8 as an average target than it may appear at first glance.
Another moderating factor is that the South African reference value applies to a more restricted reliability class of construction (RC2, typically buildings up to four storeys high) which corresponds to the lower part of the corresponding Eurocode reliability class (RC2). For the next South African reliability class (RC3, typically buildings of five to fifteen storeys) βT = 3.5 approaches that of the undifferentiated Eurocode RC2.
Implicit reliability levels of acceptable practice
Keeping the design methodology compatible with the existing experience base is consistent with the evolutionary nature of codes and standards that require changes to be made cautiously and deliberately (Phoon 1995). In the spirit of a Bayesian approach towards reliability, proven experience is an important source of information that can be combined with other sources of data on variability and uncertainty in reliability-based design.
Accordingly this paper investigates the level of reliability of pile foundations designed in accordance with the static formula. This is done by determining the implicit levels of reliability for the current working stress design (WSD) methods for piles by comparing design values to reliability models for pile resistance. Reliability modelling of pile resistance is based on the uncertainty of pile resistance, as observed by the comparison of the interpreted resistance from pile tests and the predicted value for an extensive survey of pile tests done across southern Africa, representing a wide range of conditions, pile construction practices and configurations.
CONCEPTS OF RELIABILITY ANALYSIS AND CALIBRATION]]> Although reliability calibration and the analysis of existing practice form two distinct components of the application of reliability theory in design, they are so closely related that some concepts of their treatment in practice can share a common formulation. The common concepts are related to a specific level of reliability over a defined range of conditions. The following issues are relevant to reliability calibration of design procedure such as partial factor limit states design; therefore by implication also to reliability assessment of existing practice:
■ The representative level of reliability is either the target reliability in the case of calibration, or the implicit reliability in the case of assessing acceptable existing practice; conventionally expressed in terms of a reliability index as βτ and β! respectively. The following alternative approaches apply to the representative reliability:
■ An average value is taken across the range of conditions, although the value may be significantly exceeded in some cases - this is the view generally taken in Eurocode, also associated with relatively high levels of reliability (typically βT = 3.8).
■ A lower limit value is taken as a constraint, generally to be exceeded - this view is taken in South Africa, where the representative value is also relatively low (typically βT = 3.0).
■ Consistency of reliability over the range of application is an objective to ensure that significantly different levels do not occur under different design conditions or cases; in particular systematically as a function of classes of applications (for example construction and/or soil type in the case of piles) or other design parameters. The following effects need to be considered:
■ Conditions under which the lowest level of reliability is achieved will control the measures taken.
■ Systematic exceeding of the representative reliability represents conditions which may be unjustifiably conservative.]]> ■ Consistency of reliability can be assessed in terms of the absence of different levels and the absence of trends, or at least smooth transitions related to continuous design parameters.
■ The level of confidence of calibration or assessment should take into account that it is at best an approximate process, due to the predictive nature of design. It is based on limited information, either for parametric calibration or assessment of existing practice such as presented here, or on the actual conditions in the case of design of a specific project. Calibration or assessment should therefore be moderated on the following basis:
■ A limited level of confidence applies to both the required reliability levels (target or implied) and measures to achieve these - all based on acceptable performance of present practice. ■ Best estimates of reliability is therefore generally acceptable, only reverting to conservative modelling when there is specific justification for such measures.
It should be noted that calibration back to existing practice does not imply maintaining the status quo just in a more complex format! With calibration, allowance can subsequently be made for rectifying conditions where reliability is inconsistent with the (present) general practice, either insufficient or unjustifiably conservative. Where insufficient reliability derives from uncertainty, as opposed to variability, appropriate measures can be considered, such as additional investigation consisting of gathering of data and improved modelling.
The two predominant classes of uncertainty for geotechnical design can be distinguished as (i) uncertainties associated with design soil properties and (ii) calculation model uncertainties. With regard to geotechnical property uncertainties, significant research has been done to generate statistics on individual components of soil parameter uncertainty. Conversely, model statistics are relatively scarcer. In fact, the lack of model statistics is considered to be a key impediment to the development of geotechnical reliability-based design (Phoon 2005). This consideration provided the motivation for the investigation of model uncertainty of pile resistance as reported in the accompanying paper and by Dithinde et al (2011).
Model uncertainty, as defined for example in ISO 2394:1998, EN 1990:2002 and JCSS PMC (2001), reflects uncertainties of the structural mechanics model. Variability of variables, mainly actions, material properties and geometry is represented explicitly as basic variables in the performance function, as defined in Equation 1. In experimental determination of model uncertainty, values of basic variables are determined deterministically through testing. The implication is that model uncertainty represents not only the effect of the structural mechanics model, but also of all the sources of uncertainty, and even variability that is not explicitly captured in the testing process.
The modelling uncertainty reported in the accompanying paper not only reflects the uncertainty of the static pile design formula, but also the interpretation of site investigations and conversion of measurements into material properties. Due to the uncertainty of material properties and the absence of its representation as basic variables, the model factor can be considered to represent a probability model of pile resistance as predicted by the static pile formula. The procedure for using soil properties based on subsurface data surveys to predict pile resistance as described by Dithinde (2007) implies that the uncertainties from soil properties are incorporated in the predicted values. The pile resistance probability model can therefore be taken from the distributions and summary statistics presented in the accompanying paper.]]> In applying working stress design (WSD) procedures through the static pile design function, the emphasis is predominantly placed on pile resistance. Whilst loads are treated at nominal un-factored values, safety is treated by the application of a factor of safety to pile resistance. The initial parametric investigation of pile design practice is therefore based on considering pile resistance only. The effect of considering variability of loading is then considered subsequently.
Pile resistance only
In the definition of model uncertainty given in the accompanying paper, given here as Equation 4, the interpreted pile capacity (Qi) can be taken to represent the probability representation of the pile resistance (RRel), and the predicted capacity (Qp) the deterministic nominal pile resistance (Rn). RRel can therefore be expressed by Equation 5. The static pile design function is given by Equation 6 in terms of a factor of safety (FS) and nominal dead load (Dn) and live load (Ln). From Equations 5 and 6, the specific performance function given by Equation 7 can be converted into a parametric limit state function as shown in Equation 8. The implicit reliability index value (βI) an then be obtained from Equation 9 in terms of the probability model for M and the factor of safety FS which has a deterministic value.
Values for βI can be obtained in terms of the pile classes identified in the accompanying paper. This is done by applying the reported statistics as parameter estimates for probability models for M. Comparison of βI -values for alternative pile classes provides an indication of the representativeness and consistency of implicit reliability across the range of conditions represented by the M statistics.]]> As a point of departure the case of a single combined pile class (ALL) is used as a representative case to estimate βI ,Rep. This case is then used to investigate the influence of the probability distribution on βI -values. The influence of pile class on βI -estimates is considered below.
The estimate for βI ,Rep is based on the lognormal distribution as standardised practice for resistance. Generally an overall factor of safety of 2.5 is regarded as an acceptable value for piles and has become a norm in southern Africa (Byrne & Berry 2008). As indicated in the accompanying paper, the normal distribution, which is conventionally used as the default first approximation distribution in reliability analysis, could also be considered. The mild degree of skewness indicated from the sample statistics presented in the accompanying paper can be taken into account by considering the general lognormal distribution. The results are summarised in Table 1, where values for the estimated distribution parameters are also given.
The value for βI ,Rep is clearly sensitive to the distribution applied to represent M and therefore needs some interpretation: The value of βI ,Rep = 3.5 as obtained from the lognormal distribution is taken as an estimate of acceptable practice in accordance with standardised reliability procedures. The value of βI ,Rep = 2.3 obtained from the normal distribution is considered to be too low to reflect acceptable practice. The low value of skewness taken into account by the general lognormal distribution provides a slight improvement on this apparently low level of reliability; this result should be considered as a lower limit estimate of implicit reliability, as βI ,Low = 2.4.
An indication of the representativeness of these values of βI across the range of pile classes is presented in Table 2. The value for βI ,Rep = 3.5 listed in Table 1 for the combined group (ALL) generally lies in the lower range of the values obtained for the various pile classes as listed in Table 2. The value of 3.5 is therefore taken to be in agreement with the approach of defining target reliability at a lower constraint value, and is thus ranked to indicate the mid-range value of implicit reliability.
The class of piles driven in non-cohesive soil (D-NC) is ranked at a special-range due to its low value in comparison to the representative implicit reliability. The more general pile class of non-cohesive soil (NC) is classified to be in the low-range. For all other pile classes, higher values for βI ,Rep are obtained (Mid+); with significantly higher values (High) obtained for bored piles in cohesive soils (B-C), as listed in Table 2.
R is therefore concluded that the values for βI ,Rep and βI ,Low obtained from Table 1 provide a reasonable representation of the implicit reliability of existing practice, but that the special case of driven piles in non-cohesive soils (D-NC) should be considered separately for systematically lower levels of reliability.
In addition to obtaining a lower limit estimate of the implicit reliability as based on the probability distribution, confidence level estimates of the distribution parameters can be applied. For this purpose the confidence limit estimates presented in the summary statistics in the accompanying paper are utilised. A single-sided 75% confidence limit estimate is used, as suggested by Eurocode EN 1990:2002 for cases where parameter estimation is based on vague prior distributions. The lower confidence limit value is used for the mean and the upper limit for the standard deviation. The confidence limit estimates βI ,CONF are listed in Table 3 for the two cases identified above as representative (ALL) and the special lower pile class (D-NC). Values are based on the confidence level distribution parameters, also listed in Table 3, applied to the lognormal distribution.
Although the confidence limit implicit reliability listed in Table 3 is reduced for the representative case of the combined pile conditions listed in Table 1, the change from 3.5 to 3.2 is not too significant. For the special case D-NC the change from 3.3 to 2.2 is, however, indicative of not only the tendency of systematic lower value of implicit reliability, but also of the poor quality of its prediction.
The influence of the FS-value selected in pile design on βI-estimates is shown in Table 4. For comparison, target levels of reliability (βT) are also listed, as given by SANS 10160-1:2011 for different reliability classes of building structures. The comparison indicates reasonable agreement between βI, Low for FS(2.0, 0.5 and 3.0) and βτ for reliability classes (RC1, RC2 and RC3}. The values for βI, Rep generally exceed that for the corresponding βτ showing a trend of widening of the difference for the higher FS values and reliability classes.
Implicit reliability based on resistance and loads
Expression of the performance function given by Equation 1 in terms of probabilistic models for resistance (R), dead (D) and live (L) is given in Equation 10.
A normalised reliability model for Equation 10 can be obtained for parametric reliability analysis by representing each basic variable (X) by the ratio of mean to nominal value µX/Xn) and the relationship between the nominal values (Rn, Dn and Ln) given by the static pile design function (Equation 6). Similar to the treatment above, the resistance R is represented by the probability model for M as given by Equation 5. The load models reported by Kemp et al (1987) used for the conversion of structural design in South Africa from working stress to limit states design procedures listed in Table 5 can be used for models of D and L.
Different loading conditions can be treated parametrically through the ratio Ln/Dn. A typical range of Ln/Dn ratios is 0.51.5 for concrete structures and 1-2 for steel structures (Melchers 1999). For foundations dead load would dominate, tending towards the lower range of load ratios. Based on this information, a practical range of Ln/Dn ratio of 0.5 to 2 was adopted as sufficiently representative of structures in general. The special cases of dead and live loads only are indicative of the outer limits of load conditions. For this reason the range of analysis was done for Ln/Dn between 0 and 2; the case for Ln only was also calculated. Parametric reliability analysis of Equation 10 was done using Second Order Reliability Method (SORM) software provided by Holický (2009).]]> The results for the representative reliability analysis (βI, Rep) based on the model for the complete dataset (ALL) are shown in Figure 1(a); the results for the special case of driven piles in non-cohesive soil βI, d-nc) are shown in Figure 1(b). Separate graphs are provided for the values of FS (2.0, 2.5 and 3.0). The results for the analysis of the complete version of Equation 10 are labelled as M,D,L(FS); the off-scale case of live load only is indicated as an arrow (→) labelled M,L(FS); the results from the previous analysis considering pile resistance only are indicated as the horizontal line labelled M(FS).
As can be expected, the inclusion of the effects of loading reduces the level of implicit reliability. Furthermore, the effects are dependent on the ratio of live to dead load (Ln/Dn), with trends similar to that obtained with load calibration analyses (Holický & Retief 2005). The lower values of implicit reliability occur for conditions dominated by live load, which generally can only be expected under exceptional conditions for pile foundations. Over the operational conditions of loading dominated by Dn the values for βI, Rep compare well with the target reliability index values βτ listed for the various reliability classes listed in Table 4. For the special case of driven piles in non-cohesive soils, the values obtained for βI d-nc are systematically lower than the corresponding values for βT.
The resistance statistics for pile design practice in southern Africa, as reported in the accompanying paper, are applied in this paper to assess the implicit levels of reliability of such practice. This is done by deriving reliability models for pile resistance by applying the model statistics as parameter estimates to internationally standardised probability distributions for geotechnical and structural resistance. Values for implicit reliability, as expressed by the reliability index βI), are determined to obtain a measure of the representative level of performance of pile design practice. In addition to obtaining best estimate values for βI, conservative estimates are also made in terms of more severe interpretation of parameter estimates or probability distributions for pile resistance. Consistency of reliability is also investigated across the range of pile construction practice.
Implicit levels of reliability are derived for two reliability performance models:
i. Considering pile resistance only and neglecting loading as basic variable, in accordance with design practice reflected by the working stress design format for pile design, where a single factor of safety is applied to pile resistance.
ii. Including reliability models for dead (permanent) and live (variable) loads into the performance function, using the models on which the implementation and calibration of limit states design for South Africa were based.
The two main issues of concern for determining model statistics and applying these to reliability models for pile resistance identified in the accompanying paper are (i) the probability distribution used, and (ii) the scope of application as based on differentiated classes of pile conditions. It was found that the different plausible probability distributions have a more significant influence on the levels of implied reliability than differentiation into classes of pile conditions.]]> The default distribution applied in reliability analysis is generally the normal distribution, to represent the basic step from deterministic design practice to at least provide for the dispersion of basic variables. The lognormal distribution function at the same basic level of approximation has the added utility of not predicting negative values. This is particularly relevant when the lower tail of the distribution is considered, such as for resistance. However, values for βI vary from a low value βI,n = 2.3 for the normal distribution to a relatively high value βI= 3.5 for the lognormal distribution, in both cases for the combined set of pile conditions and general design practice based on FS = 2.5. When skewness obtained from the model statistics is taken into account by applying the general lognormal distribution, βI= 2.4 is obtained.
Selecting the lognormal distribution as basis to obtain a representative value for the reliability index βI,Rep = 3.5 is based on consideration of standardised practice for reliability analysis, supported by the marginal preference obtained from the model statistics results presented in the accompanying paper. In accordance with Equation 3 the reliability index value corresponds with a probability of failure Pf of 2.10-4.
A lower estimate βI, Low= 2.4 (Pf = 8.10-3) is based on the general lognormal distribution. Another lower limit estimate of βI is based on the 75% confidence limit estimates of the distribution parameters, obtaining a value of βI, CL= 3.2 (Pf = 7.10-4).
Comparing the values for βI for the combined set of pile conditions to the various pile classes, the following observations can be made:βI,Rep= 3.5 provides a lower limit estimate value for βI values for other pile classes based on construction method and/or soil type generally provide higher values. The exception is the case for driven piles in non-cohesive soil, where βI,d-nc = 3.1 (Pf = 1.10-4) is obtained; alternatively for non-cohesive soil βI, NC= 3.2. When confidence level estimates are made, it is shown that the confidence limit value for driven piles in non-cohesive soil is as low as βI,Conf= 2.2 (Pf = 1.10-2).
When loads are also modelled as basic variables, the values for βI,Rep is somewhat reduced in the typical range of ratios for live to dead load to be expected for pile foundations. Values above 3.2 are obtained for live load less than dead load. The limited reduction in βI,Rep is indicative of the fact that reliability is dominated by the influence of pile resistance reliability. The reduction in βI values for situations dominated by live load is indicative of the increasing role of the reliability of live load, which should optimally be provided for in terms of partial load factors, rather than being of concern for pile design reliability as such.
Comparison of values for βI,Rep corresponding to commonly adopted values for factor of safety FS (i.e. 2 - 3) generally shows good agreement with the target reliability βT set in SANS 10160-1:2011 for different reliability classes. The values for implicit reliability for the three values of FS for dead load dominating conditions βI, Rep (2.5, 3.2 and 3.7) compares well with target reliability for the first three reliability classes βT (2.5, 3.0 and 3.5). Nonetheless, the range of βI, Rep values obtained seem to be on the higher side for single piles, suggesting that current practice is conservative.
The reliability assessment of pile design practice does not only provide insight into the sufficiency of existing practice, but could also form the basis for achieving appropriate performance levels through reliability calibrated procedures. The rational basis for reliability calibration provided in SANS 10160-1:2011 can be applied in accordance with geotechnical limit states design procedures presented in SANS 10160-5:2011.
LIST OF NOTATIONS FOR RELIABILITY INDEX (β)
β Reliability index, as related to prob- ability of failure given by Equation 3]]> βT Target level of reliability obtained through calibration of design expression
βI Reliability level implicitly achieved by existing practice, expressed in terms of the reliability index β
βI, Rep Indicative level of reliability taken to be representative of the set of pile conditions under consideration, usually considering pile design in general
βI, Low Lower limit estimates of implicit reliability based either on the selection of the probability distribution or the pile class
βI, Conf Reliability index value based on confidence limit estimates of distribution parameters
βI, d-nc Implicit reliability index value for the special case of driven piles in non-cohesive soil
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Byrne, G & Berry, A D 2008. A Guide to Practical Geotechnical Engineering in Southern Africa, 4th edition. Germiston: Franki Africa (Pty) Ltd. [ Links ]
CE (Commision Européenne) 2002. Guidance Paper L: Application and Use of Eurocodes. Document CONSTRUCT 01/483 Rev.1, Brussels: CE. [ Links ]
Christian, J T 2004. Geotechnical engineering reliability: How well do we know what we are doing? The 39th Terzaghi Lecture. Journal of Geotechnical Engineering and Geoenvironmental Engineering, 130(10): 985-1003. [ Links ]
Day, P W & Retief, J V 2009. Provision for geotechnical design in SANS 10160, Chapter 5-1. In: Retief, J V & Dunaiski, P E (Eds), Background to SANS 10160. Stellenbosch: SUN MeDIA Press. [ Links ]
Dithinde, M 2007. Characterisation of model uncertainty for reliability-based design of pile foundations. PhD Thesis, Stellenbosch, South Africa: University of Stellenbosch. [ Links ]]]>
Dithinde, M, Phoon, K K, De Wet M & Retief, J V 2011. Characterisation of model uncertainty in the static pile design formula. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 137(1): 333-342. [ Links ]
Dithinde, M & Retief J V 2013. Pile design practice in southern Africa. Part I: Resistance statistics. SAICE Journal, 55(1): 60-71. [ Links ]
European Committee for Standardization 1990. EN 1990:2002. Eurocode: Basis of Structural Design. Brussels: European Committee for Standardization (CEN). [ Links ]
European Committee for Standardization 1997. EN 1997:2004. Eurocode 7: Geotechnical Design. Part 1: General Rules. Brussels: European Committee for Standardization (CEN). [ Links ]
FHWA (US Federal Highway Administration) 2001. Load and Resistance Factor Design (LRFD) for Highway Bridge Substructures. Publication No.
FHWA-HI-98-032, Washington DC: FHWA. Holický, M & Retief J V 2005. Reliability assessment of alternative Eurocode and South African load combination schemes for structural design. SAICE Journal, 47(1): 15-20. [ Links ]
Holický, M 2009. Reliability Analysis for Structural Design. Stellenbosch: SUN MeDIA Press. [ Links ]
Holický, M, Retief, J V & Dunaiski, P E 2007. The reliability basis of design for structural resistance. Proceedings, 3rd International Conference on Structural Engineering, Mechanics and Computation (SEMC 2007), Cape Town, South Africa: Millpress, 1735-1740. [ Links ]
JCSS (Joint Committee on Structural Safety) PMC 200). Probabilistic model code. JCSS Working Materials [Online] http://www.jcss.ethz.ch (retrieved 1 Feb. 2011). [ Links ]
Kemp, A R, Milford, R V & Laurie, J P A 1987. Proposal for a comprehensive limit states formulation for South African structural codes. The Civil Engineer in South Africa, 29(9): 351-360. [ Links ]
Melchers, R E 1999. Structural Reliability: Analysis and Prediction. Chichester, New York: Wiley. [ Links ]
Milford, R V 1988. Target safety and SABS 0160 load factors. The Civil Engineer in South Africa, 30(10): 475-481. [ Links ]
Orr, T L L, Matsui, K & Day, P W 2002. Survey of geo-technical investigation methods and determination of parameter values. In: Honjo, Y (Ed), Foundation Design Codes and Soil Investigation in View of International Harmonization and Performance-Based Design. Proceedings, International Workshop on Foundation Design Codes and Performance-Based Design, Tokyo, Japan, 10-12 April, Lisse, Netherlands: AA Balkema. [ Links ]
Phoon, K K 1995. Reliability-based design of foundations for transmission line structures. PhD Thesis, Ithaca, NY, US: Cornell University. [ Links ]
Phoon, K K 2005. Reliability-based design incorporating model uncertainties. Proceedings, 3rd International Conference on Geotechnical Engineering combined with the 9th Yearly Meeting of the Indonesian Society for Geotechnical Engineering, 191-203. [ Links ]
Rackwitz, R 2008. Optimization with a LQI acceptance criterion, Annexure 5. In: JCSS Risk Assessment in Engineering - Principles, Systems Representation. pp 78-79. [Online] http://www.jcss.ethz.ch/publications/background/Risk_background Doc_LQI_Optimization.pdf (retrieved on 1 Feb. 2011). [ Links ]
Retief, J V & Dunaiski, P E 2009. The limit states basis of structural design for SANS 10160-1, Chapter 1-2. In: Retief, J V & Dunaiski, P E (Eds), Background to SANS 10160. [ Links ]
Stellenbosch: SUN MeDIA. SABS 1972. SABS 088:1972. Code of Practice for Pile Foundations. Pretoria: South African Bureau of Standards. [ Links ]
SAKO (Joint Committee of NKB and INSTA-B) 1999. Basis of Design of Structures. Proposal for Modification of Partial Safety Factors in Eurocodes. Oslo, Norway: NKB Committee and Work Reports. [ Links ]
SANS 2004. SANS 2394:2004. General Principles on Reliability for Structures. Adoption of International Standard ISO 2394-1998, Pretoria: South African Bureau of Standards. [ Links ]
SANS 2011a. SANS 10160-1:2011. Basis of Structural Design and Actions for Buildings and Industrial Structures. Part 1: Basis of Structural Design. Pretoria: South African Bureau of Standards. [ Links ]
SANS 2011b. SANS 10160-5:2011. Basis of Structural Design and Actions for Buildings and Industrial Structures. Part 5: Basis for Geotechnical Design and Actions. Pretoria: South African Bureau of Standards. [ Links ]
Contact details:
Prof Johan Retief
Department of Civil Engineering
Stellenbosch University
Private Bag X1 ]]> Matieland
E: email@example.com
Contact details:
Dr Mahongo Dithinde
Department of Civil Engineering ]]> Stellenbosch University
Private Bag X1 Matieland 7602
South Africa
Department of Civil Engineering
University of Botswana
Private Bag UB 0061
Gaberone Botswana
E: firstname.lastname@example.com
DR MAHONGO DITHINDE (Visitor) holds a PhD in Civil Engineering from the Stellenbosch University, an MSc in Foundation Engineering from the University of Birmingham (UK), and BEng in Civil Engineering from the University of Botswana. He works as a Senior Lecturer at the University of Botswana. His specialisation and research interests are in the broad area of geotechnical reliability-based design. In addition to academic work, he is also a geotechnical partner for Mattra International where he is active in consultancy work in the field of geotechnical engineering.
PROF JOHAN RETIEF (Fellow of SAICE) has, since his retirement as Professor in Structural Engineering, maintained involvement at the Stellenbosch University, supervising graduate students in the field of risk and reliability in civi engineering. He is involved in various standards committees, serving as the South African representative to ISOTC98 (basis of structural design and actions on structures). He holds a BSc (cum laude) and a DSc from the University of Pretoria, a DIC from Imperial College London, and an MPhil from London University. Following a career at the Atomic Energy Corporation, he joined Stellenbosch University in 1990.]]>


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Jim Clark is the assistant general manager/aquatics director at LifeCenter Plus in Hudson, OH. Under Clark's management, the club's aquatics program has been named a Best of Aquatics winner by Aquatics International magazine for the past three years. Clark holds WSI, LGI, CPO designations and is a NAUI SCUBA instructor. His presentations, "Program like a Pirate" and "Record-Setting Aquatics," have been well received at Club Industry conventions the past two years.
With five swimming pools (two indoor and three outdoor), LifeCenter Plus has a unique summertime problem: overcrowding in our pool areas. As most clubs are struggling to hold onto members during the summer months, we are packed. On busy days, the smell of sunscreen and pool water mixes with the aromas of our concession stand as it pumps food and drink out to the hungry hoard of kids, moms, dads, babies and grandparents. As evening approaches, our staff doesn't head home for some well-deserved rest. Instead, members of one of our competitive swim teams start to arrive, and the concession stand braces itself for another mob of hungry team members' families and friends. The swim meets last into the twilight of a beautiful Ohio summer evening. From where did all these people come, and why is this aquatics program so vibrant? It all happened because at LifeCenter Plus, we don't just have pools, we have an aquatics program.
Pools can be giant money pits. They are expensive to build, maintain, heat and staff, which may make you wonder why a club owner would ever want to build one. The answer is that pools attract new members and improve retention while adding non-dues revenue. Like every other aspect of the club business, an aquatics program must be managed and staffed, and correct fees need to be charged for services. Down time is the enemy. Pools that are not filled with people are not making you money—they are costing you money.
Once you have made the mental commitment to create an active aquatics program, you can start on the path to keeping your pools filled with happy members. The backbone of our program is swim lessons for kids. Every year, we teach hundreds of children to swim, making group swim lessons our primary source of aquatics revenue. To keep our classes full, we need top instructors. With that in mind, we pay our water safety instructors about $3 more an hour than our competitors pay. This tactic attracts the best, most mature and most experienced water safety instructors in our area. These outstanding instructors have parents beating a path to our door.
SPLASH (swim, persevere, learn, achieve, socialize and have fun) is our program for kids with disabilities. It always has a waiting list of families wanting to get into the program. The program is held in our warm water therapy pool where kids with a myriad of challenges, such as autism, cerebral palsy and Down syndrome, find fun, friendship and success in the water. Some participants come from more than 40 miles away to join in the fun. Besides being a small group swim lesson, SPLASH also is a social experience. The sessions are tailored so that each child is with other kids with whom they will interact well. This gives our students the best chance for successful lessons. For example, a child with sensory issues often can become quite vocal when experiencing the added stimulation of a swimming lesson. To cope with this, our SPLASH coordinator might place a child who becomes over-stimulated and shouts with a student who happens to be deaf. We end up with a symbiotic pair of students who get along great and have fun while learning together. With autism rates rising to record levels (now thought to be as high as one in every 99 kids), we unfortunately do not see any end in sight for the need for programs like ours.
In addition to SPLASH and swim lessons, our aquatics programs offer a plethora of options to fit the needs of every member. Our adult aquatics program boasts nine types of water aerobics classes, including arthritis classes and Aquaqi (a Tai-Chi type class in the water). We also offer a women's synchronized swim team and scuba lessons. Our kids aquatics programs are called Aqua Kids (a parent/child class), the Stingrays swim team, Bubblers (our swim team feeder program), a girls synchronized swim team and private swim lessons. We include the water aerobics classes with our membership, but the rest of the aquatics programs are fee-based, revenue-generating programs.
We also host fee-based, themed aquatics parties, such as a cardboard boat-building contest, dive-in movies, holiday pool parties, aqua bucking bronco challenge, pirate parties, aqua Easter egg hunt and The Great Floating Pumpkin Patch. We even set a Guinness world record doing a fundraiser for the Diabetes Association of Greater Cleveland by having 273 people doing water aerobics at the same time. The event felt like a big pep rally. Our members loved it. More than 100 people tried LifeCenter Plus for the first time, and we received tens of thousands of dollars in free public relations exposure because of the event.

subset: commoncrawl


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Unit Types to-be-built Single Family Homes
Total # Of Units 15
Features 10-20 ft. ceilings, gourmet kitchen with marble or granite countertops, stainless steel appliances, gas fireplaces, hardwood floors, top of the line craftsmanship throughout, three-car garages.
Welcome to Carriage Hill Estates. A new construction single family home community of 15 homesites located in the heart of Westchester County. Surrounded by serene wooded property, this convenient location is the ideal spot to build your new home.
There are four floorplans to choose from or the option to design your own dream home. Each residence will feature 10-20' ceilings on the first floor, gourmet kitchens with marble or granite countertops, stainless steel appliances, top-of-the-line craftsmanship and hardwood flooring throughout.
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Situated on a cul-de-sac and set on an acre of serene wooded property, this magnificent ranch style home has up-grades galore. This Dramatic 5000 sq ft home offers 14 FT ceilings in the Foyer,...
Privacy in Natures Surroundings, this sophisticated four bedroom country colonial to be built. This Home is situated on .73 of an acre located on a Cul-De-Sac of 15 New homes being built, 4 HOMES...
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Key staffers huddle behind closed doors against the backdrop of a snowy capital as they attempt to hammer a last-minute deal to avoid going over the so-called fiscal cliff. NBC's Kristen Welker reports.
Updated 6:30 p.m. ET -- President Barack Obama tasked the United States Senate with trying to resolve the "fiscal cliff" in the waning hours before the New Year following a meeting between congressional leaders and the president.
Senate Majority Leader Harry Reid, D-Nev., and Minority Leader Mitch McConnell, R-Ky., will lead the last-minute effort to avert the automatic tax hikes and spending cuts set to take effect on Jan. 1 unless Congress acts.
And Obama said he is "optimistic" they can reach an accord before midnight on New Year's Eve, the point at which the government would hit the fiscal cliff.
Absent that, the president said he had asked Reid to instead advance a bare-boned proposal that would extend the 2001 Bush tax cuts for income under $250,000.
Related -- Cliff Notes: Five things to watch at today's White House meeting
"I still want to get this done," Obama said after his discussions with congressional leaders. He said "the hour for immediate action is here. It is now."
The president will appear exclusively on Sunday on NBC's "Meet the Press," where he's expected to further outline steps toward reaching a final deal.
The White House talks -- at which Obama presented no new offer to Republicans in Congress -- yielded "no concrete proposal," Reid told reporters at the Capitol following the meeting.
President Barack Obama meets with NBC's David Gregory on Meet the Press Sunday morning. Gregory explains that for the president, this has become a matter of principle.
But in the waning hours before the end-of-year deadline, senators are now scrambling to produce a bipartisan package, at the request of Speaker John Boehner, R-Ohio, that can muster enough support in the House.
Reid, McConnell, Boehner, and House Minority Leader Nancy Pelosi, D-Calif., spent the meeting "discussing potential options and components for a plan that could pass both chambers of Congress," according to a Boehner aide.
But the most significant development appeared to be the emerging consensus that any final agreement would have to emerge from the Senate. That deal would necessarily require a "bipartisan approach," according to the office of McConnell, the Republican leader in the upper chamber.
Among the major sticking points, senior Democratic aides told NBC's Kelly O'Donnell, involve the income threshold at which tax rates would be allowed to rise and the level at which estates are taxed.
Boehner's failed effort last week to push through a fallback plan with only Republican votes laid bare the internal GOP divisions after conservatives balked at supporting a plan from the speaker to allow tax rates to rise on income over $1 million.
The unsuccessful effort suggested that Boehner would need to lean upon Pelosi for Democratic votes if a deal -- which has eluded Obama and Congress for the better part of the last two years -- is to pass.
A Senate-led agreement, though, faces no surefire guarantee of passage in the House.
"The speaker told the president that if the Senate amends the House-passed legislation and sends back a plan, the House will consider it -- either by accepting or amending," Boehner's aide emailed reporters.
One of the biggest sticking points in the fiscal cliff negotiations has been which income level ought to be required to pay additional taxes. On Friday, Democratic and Republican leaders met for an hour at the White House. NBC's Peter Alexander reports.
The protracted stalemate between Obama-led Democrats and congressional Republicans had prompted Friday's last-ditch meeting at the White House. It lasted just over an hour, and included Vice President Joe Biden and Treasury Secretary Tim Geithner.
Sources familiar with the meeting said that Obama made no new offer to Republicans, urging them to hold an up-or-down vote on a Democratic proposal to preserve existing tax rates for income under $250,000 and extend unemployment benefits (among other unresolved issues).
It's that very proposal which Obama said he would ask Reid to advance should he and McConnell fail to strike a deal.
"I believe such a proposal could pass both houses with bipartisan majorities, as long as those leaders actually allow it to come to a vote," he said.
Republicans had previously rejected such a proposal, but could feel pressure to relent to administration pressure in order to forestall across-the-board tax hikes in just a few days. The source familiar with the meeting told NBC's Peter Alexander and Kristen Welker that Obama asked Republicans what they would be willing to support, if not that proposal.
Amid negotiations toward a final deal, the House was set to return to Washington on Sunday at Boehner's request, and remain at work through Jan. 2 -- the final day before the 112th Congress concludes and the next batch of lawmakers are sworn into office.
In the meanwhile, Obama voiced frustration toward the repeated pattern in Congress these past few years of lurching from crisis to crisis before reaching a last-minute deal to stave off catastrophe.
"The American people are watching what we do here. Obviously, their patience is already thin. This is deja vu all over again," Obama said. "America wonders why, for some reason, in this town you can't get stuff done in an organized timetable ... The American people are not going to have any patience for a politically self-inflicted wound to our economy."


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Decorate your room, to glow at night!
*Clearance Sale items are strictly limited, no holds, layby's or rainchecks, once stock is sold out we are unable to get anymore in at the sale pricing - so get in quick! Please purchase with care as Clearance Items are not able to be returned due to change of mind, no refunds or exchanges on Clearance Items only.


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Everyone loves Summer Ryan. A model student and musical prodigy, she's a ray of light in the struggling small town of Grace, Alabama – especially compared to her troubled sister, Raine. Then Summer goes missing. Grace is already simmering, and with this new tragedy the police have their hands full keeping the peace. Only Raine throws herself into the search, supported by a most unlikely ally. But perhaps there was always more to Summer than met the eye . . .
You can't imagine how happy I was when I checked out my reading calendar and saw that my next ARC was All The Wicked Girls. I had been trying to catch up on physical arcs to be able to focus my attention on Netgalley when I'm on vacation, and Chris Whitaker's book was next on my to-read list. I was excited. And nervous. What if I didn't love it as much as I loved Tall Oaks? After all, that one was my favorite book of 2016. High expectations were inevitable.
As soon as I read the first chapter though, I remembered why I loved his debut so so much. The writing is flawless, the story manages to grip you from the very first paragraph and you can't wait to keep on reading to find out more. If you read the first chapter and you don't want to know more… well, then I guess we can't be friends 😉 It's still July, but I already know All The Wicked Girls will be one of my favorites. It was that good. You know which book I thought of while reading this one? Mystic River. And I liked All The Wicked Girls better.
At the same time, I feel I should warn you that this is much darker and dramatic than Tall Oaks ever was. This book was like one of those epic dramas that leave you exhausted but in a good way. I don't know how to explain it, but I could feel this was going to be a special novel just after a few pages. There was something magnetic about it, I was completely captivated. And no, this isn't your typical fast-paced, easy-to-read thriller, it's way more complex and deep, and I especially love the way the author explores small-town dynamics and relationships between unlikely allies. And how the weather is practically another character.
So what's it about? All The Wicked Girls tells the story of Grace, Alabama, a small-town filled with broken people keeping secrets. And girls from near towns are disappearing. No one knows what's going on and the only suspect is someone they call "Bird". But who is he? Everything changes when Summer Ryan disappears. She's Grace's "good girl" and she wouldn't run away, would she? But then again, she left a note… Did Bird take her? Did she take off? Meanwhile, her wild sister Raine is determined to find out what happened and so she starts investigating with the help of two other teenagers: Noah and Purv. But that's not all. We will also follow Summer's months before her disappearance and we might discover things we wish we hadn't known…
The mystery was hands down fantastic, and it's exactly the kind of story that I crave for. A southern gothic tale that is completely absorbing and leaves you breathless by the time you reach the tragic final pages.
Even though the book is completely different to Tall Oaks, it still has all those ingredients that made me fall in love with Chris Whitaker's writing. You can't help but love Noah from the very first scene with the badge. And he is not Manny, but there's something about this sweet kid that reminded me of him. The relationship between the teenagers is sweet and devastating at the same time and I'm not ashamed to admit I shed a few tears.
All The Wicked Girls is an unforgettable novel and I want you all to discover its magic.
ARC, Bonnier Zaffre, 2017


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Re: What the Heck is this??? Weird foundation
No announcement yet.
What the Heck is this??? Weird foundation
new posts
Re: What the Heck is this??? Weird foundation
I'm lost on where I would find this stuff and who to have do it. What equipment I would need etc. May just go with the tar stuff. Gotta get this covered up but want to do it right so still open to the idea.
Found this nice pic.
Senior Member
- Feb 2007
- 6388
Ventura Co. Calif.
Construction Plumbing Contractor
Re: What the Heck is this??? Weird foundation
Originally posted by canucksartech View PostI can't remember if Henry is the company that makes it, but what you're showing there is window and door stuff. The BlueSkin that I'm talking about is a spray-on coating - it's a blue, polyurethane coating.
Re: What the Heck is this??? Weird foundation
That's the stuff, Josh. I don't do it myself, nor does my boss. We get a company that specializes in it to come in and do it when needed on jobs. So I'm not sure if it's something that you can do yourself in your area - whether or not you can rent the sprayer, etc., or whether you have to have a licenced contractor/company come in and apply it for you. It's pricier than the tar, obviously, but it's worth it's weight in gold, especially in climates like ours when you have frost issues leading to ground heaving and movement, etc. Unlike the tar, this stuff is way more stretchy, if you want to call it that, and will move/adapt with some cracking/expansion.
Also, unlike the tar, you could, if you wanted, just go with this stuff. Yes, the dimpled membrane is a nice added barrier, and makes it perfect. But its not as needed with the BlueSkin stuff, whereas with the tar, it's almost a must.
So, the cost can even out either way.
Re: What the Heck is this??? Weird foundation
Here's some stuff that I found on the BlueSkin membrane:
This is the sheet stuff (not the nice to apply spray-on stuff), but still the same general product:
And this is all the efficiency ratings, etc., for our building codes for the sheet stuff:
Here's the spray-on stuff, in grey:
And then, after a bit more searching, is the actual stuff I've been talking about:
So, it's called BlueSeal (BlueSkin, which in my experience, is the common term that everyone calls this stuff, but actually refers to the sheet version / another product / same idea, while BlueSeal is the spray on stuff). This stuff is the best IMO for your need. The biggest thing that I like is that it is rated for expansion, once dry, up to 340% - which means that even after you use hydraulic cement to patch up your cracks, if things still shift, this stuff retains it's integrity. It'll even bridge open cracks, and still retain it's seal, up to 1/16", which doesn't seem like much, but it's impressive. With this stuff applied after a powerwash and the application of hydraulic cement to patch up your cracks and openings, you'd be set.
And here's their webpage:
All of this is our Canadian stuff. I'm not 100% sure what's available to you there in Ohio, but I'm sure if you get into contact with the company, they can guide you better for your needs on that side of the lake.Last edited by canucksartech; 09-23-2009, 10:59 AM.
Re: What the Heck is this??? Weird foundation
The end of the story....


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All American #910 Pressure Cooker/Canner
$239.99 – $264.99
Liquid: 10.50 quarts
Pint jars: 7
Quart Jars: 4
(image of model #925)
Only All American Pressure Canners / Cookers feature an exclusive, precision machined "Metal-to-Metal" sealing system. Positive action clamping locks align the cover to the base forming a steam tight seal. Because no gasket is involved, the cover is always easily opened and closed.
1. Easy to read geared steam gauge.
2. Professional quality heavy duty cast aluminum throughout.
3. Smooth, easy-to-clean polished finish.
4. Overpressure release.
5. Sturdy Bakelite handle.
6. Safety control valve.
7. Easy on-off cover.
8. Positive action clamping wing nuts permit easy opening and closing.
9. EXCLUSIVE "METAL-to-METAL" seal no gaskets to crack, burn, replace, or clean.
10. Double thickness edges for additional protection on these points of heaviest wear.
All American pressure cookers and canners offer an inexpensive alternative to expensive laboratory sterilizers and can be used in a variety of applications; from strerilizing agar media to grain spawn.
Selected thumbnail image shows model #925 cooker, for comparison pictures please select Images from the above links.
NOTE: All American pressure cookers/canners and sterilizers REQUIRE UPS shipping and CANNOT be delivered to PO boxes. All American pressure cookers/canners and sterilizers are shipped from the manufacturer.
INTERNATIONAL CUSTOMERS: Please contact us before placing your order as special shipping arrangements may need to be made before your order can be processed.


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|1,321 free recipes at www.edenfoods.com
Serves 5 | Prep Time 35 minutes | Cook Time 5 minutes
10 cups spinach leaves, washed
2 cups water, for cooking spinach
3 Tbsp Eden Mirin
2 Tbsp Eden Shoyu Soy Sauce
1 cup water, for marinade
1 Tbsp Eden Bonito Flakes, crumbled, optional
2 tsp Eden Shake
or pan toasted white sesame seeds
Place 1 cup water, mirin, and shoyu in a bowl and mix. Bring 2 cups water to a boil, add the spinach and cook 1 to 2 minutes. Place in a colander, rinse under cold water to set the color and drain. Squeeze excess liquid from spinach with your hands. Place the spinach in a shallow casserole dish and pour the mirin and shoyu marinade over. Let marinate for 30 minutes, mixing occasionally to evenly marinate. Place marinated spinach on top of a sushi mat. Wrap the mat completely around the spinach, and squeeze to remove excess liquid. Remove the mat and slice the spinach in 1 inch long sections. Place the spinach on a serving platter with the cut surface facing up like sushi. Garnish with crumbled bonito flakes, if desired, and Eden Shake.


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Civil War Emancipation is supposed to be a blog about the U.S. Civil War and emancipation (hence the name), but I hope everyone will grant me a whimsical post unrelated to freedom for the slaves at the end of the week (as an excuse, let me note Brooks Simpson at Crossroads and Andy Hall at Dead Confederates often indulge in less than totally serious posts over at their Civil War-related blogs).
Due to an accident of ancestry, I am a dual-U.S.-Canadian citizen (my mother hails from north of the 49th parallel, although except for visits I've spent my entire life south of the line). So when I was surfing the web recently for material for Civil War Emancipation, I was amused to find the following editorial in the New York Times, dated October 14, 1861, entitled "The Canada Threat." As any Canadian will tell you, the United States always has represented a much greater threat to Canada than Canada does to the United States. Still, it must be admitted in 1861, Canada was still a colony of Great Britain (and would continue to be so until 1867, when Canada finally became independent) and Americans were justifiably concerned about British intervention in the conflict (given its interest in southern cotton), there was a threat of sorts from Canada, but nothing as serious as the following editorial suggested.
In spite of the neutral declaration of Great Britain, we have evidence of the strongest kind that the Government of that country, whatever its professions may be, is influenced, in its America policy, by an unquestionable partiality. Not to speak of the bias of the London Press, and notoriously of those journals supposed to receive their inspiration from official sources, we wait in vain for a rebuke to those West Indian authorities who permitted a rebel privateer to take in coal, provisions, and even munitions of war, at Port of Spain, in the Island of Trinidad. No satisfactory explanation has been yet given of the large additions to the army in Canada; and assured, as we must be, that the sentiment of the governing classes in England is hostile to a reconstruction of the Union, we may well doubt, without being over suspicious, the honesty of the excuses advanced for the military movements in the adjacent Province. We have been so utterly deceived in regard to the reputed aversion of the British Government and people to Slavery and slave institutions, that we may be pardoned, for the future, if we mistrust their professions and doubt their most solemn assurances.
The increase of the English army in Canada, though not sufficiently great to indicate any sudden movement of aggression, is still large enough, in view of the leaning of the Government, to excite grave apprehension, and to form the subject of an international remonstrance. Under no possible interpretation of the existing relations between the two countries could a British Ministry affect to believe that America, with a rebellion on her hands taxing all her energies and resources, is contemplating a wanton attack on a powerful colony. Yet this is the fear to which English and Canadian prints have given free expression! No sensible person of course believes it; for it is not derogatory to the position and character of this country to admit that at the present time, a war with such a Power as England would be a most disastrous calamity. To avoid it we would be justified in making almost any sacrifice short of National honor.
Lord PALMERSTON has well said that the surest way to avoid war is to make your enemy understand that you are fully prepared to meet it. Knowing, then, as we now do, that the separation of the Northern and Southern sections of the Union is a part of British policy, and an object that British statesmen desire to set accomplished, we should not neglect any of those warnings that indicate and advance from passive hope to active interference. We look upon the reinforcements of the Canadian garrisons as a step in the latter direction. The move is wholly unnecessary, except in so far as it may be regarded as a standing menace to the Republic. If it be objected that the love in the Canadas is inconsiderable, it must be remembered that there is a beginning to all things, and that the first is ever the most important step. When the East India Government encamped a regiment on the frontiers of Oude, its wretched King was dreaming away his life in unconscious security. When that regiment swelled to a brigade, and the brigade to an army, pitiless and insensible, the King of Oude discovered the design, but all we have to struggle against the fate that swept away his inheritance. History admonishes us of the subtlety, determination and force with which threat Britain prosecutes her national schemes of self-interest.
In our case she has not left us in doubt as to her sympathy and bias. When, with indecent haste, she declared a neutrality between the United States and the "belligerent" rebels, it was an open insult to our sovereignty. For, reversing the cases: — suppose that France, Russia, or the United States, at the outbreak of the Irish rebellion in 1848, had pursued a similar course, how many days would have passed before an explanation would have been demanded in no very measured language? Appreciating, then, the feeling by which the governing classes of Great Britain are actuated, we do not think that any movement, particularly of ships or soldiers, should pass unchallenged. The regular troops, in the Province of Canada alone, have been increased from 7,500 to about 12,000 men, and the artillery arm of the service, especially, has been strengthened beyond all precedent. English papers report that some 4,000 men are again ready to embark for the same colony. In a month or two we may hear of a third expedition having a similar destination, and so on, until any remonstrance on our part would be foolish and useless. During last Summer a very large and altogether unusual quantify of war munitions were landed and stored at Quebec. Besides these preparations, the Provincial militia and volunteers corps have been increased and raised to a point of serviceable efficiency; and Government organs throughout the colony — the Toronto Leader, for example — use all their influence to excite in the Canadian mind sentiments of bitter hostility against our people and Government.
We look upon the matter as one that calls for inquiry, if not for the positive interference of our Government. We have a right to ask of Great Britain whether she is using Canada as a menace, or is seeking by such means to encourage the attempt to dismember the Republic. There is prima facie evidence of such a design. The idea, indeed, prevails to some extent in the Province itself; and though the danger is neither imminent nor great, it is still sufficiently serious to demand attention, and call for some preparation.
Fortunately, Abraham Lincoln apparently did not take very seriously the Canadian threat in the U.S. Civil War (unlike the fictional president in Canadian Bacon played by Alan Alda–see below). More proof that the Great Emancipator was the greatest U.S. President.
Source: http://www.nytimes.com/1861/10/14/news/the-canada-threat.html


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Ballet San Antonio, which took some cost-cutting measures earlier this year to manage its debt, is rebounding, adding two artists to its staff and rehiring many of the dancers who were let go a few months ago. In a big step toward elevating the company's professional standing, artistic director Gabriel Zertuche hired former Pennsylvania Ballet principal dancer Dede Barfield and former Boston Ballet soloist Raul Salamanca to serve as ballet mistress and ballet master, respectively. A native of Puerto Rico, Salamanca has most recently performed with Les Grands Ballets Canadiens in Montreal, where he worked with contemporary choreographers such as Ohad Naharin, Jiri Kylian, Shen Wei and others.
Ballet San Antonio's season begins in October. Beginning on the Thanksgiving weekend, the ballet partners with the San Antonio Symphony to present two weekends of performances of The Nutcracker in the Majestic Theater. Children's auditions for The Nutcracker with Ballet San Antonio and the San Antonio Symphony will be held on Saturday, September 8, 2012, at the Ballet Conservatory of South Texas. Children between the ages of 7 and 18, with at least 2 years of ballet training and who are currently enrolled in ballet classes may audition for children's roles. Sally Simmons is the Children's Rehearsal Director. For more information or questions, please contact email@example.com.
Jack Fishman
Email: email@example.com
For more blogs by Jack Fishman visit: www.sasymphony.org/blog


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The Arboretum Through Time
Historic Views of Our Landscape
This collection of pre-2000 images captures and records the evolution of the Arnold Arboretum's landscape and its living collections. Rather than highlighting specimen trees, the images reflect the overall look of the Arboretum: its hilltops, valleys, distant vistas, and distinct plant groupings such as the oak, lilac, rhododendron, and conifer collections. Also included are studies of our buildings, stonewalls, ornamental iron gates, and roads and paths.
View the exhibit and see a list of the photographers.
These images were selected from a collection of historic photographs which are cataloged in the online catalog of Harvard Library and may be seen by accessing Hollis+.
All 1,443 images can be viewed in Hollis+ or you may enter a custom search using additional keywords.
- The names of specific collections, such as cherry, rhododendron, or
- Generic terms for landscape features, such as brook, gate, hill,
or road
- Broad terms, such as conifers, shrubs, trees, or vines
- Botanical names of genera, such as Abies, Betula, Rhododendron,
or of species, Abies alba, Betula ermanii, Rhododendron viscosum
- The common names of specific plants, such as serviceberry, dawn
redwood, pinkshell azalea
- The name of a photographer, such as Thomas E. Marr, Donald Wyman,
Herbert Wendell Gleason, or Pamela Bruns


text: Over the past years Atlantic City has been slowly turning into a ghost city. Once one of the most popular gambling destinations, now its dotted with enormous abandoned hotels with little to see and little to eat. What was the reason for this decay? And what Donald Trump has to do with all of that?


text: jonhalter Posted November 3, 2013 Im about to harvest my lemons and limes. Im planning on drinking few bourbon sours. Other than that, what are some other cocktail favorites that use lemon and lime (aside from bourbon and coke with lime). Also, in the sour, I know most prefer lemon juice. Anyone ever mix lemon and lime 1:1? If so, results? Share this post Link to post Share on other sites


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The mining of gameboys for sick beats has grown into a genre-spanning practice and, undeterred by Nintendo's non-inclusive language, women do it too. While the detournement of videogame sounds was most prominent in the broken beat, digital hardcore, and glitch movements of the nineties, the new school often eschews the dystopic arcade clamor of its predecessors. Tasmanian-raised, London-based artist Lektrogirl (AKA Emma Davidson) serves on the directory board of micromusic.net, a stylistically diverse (well, kind of) online community for artists to share and discuss low tech and videogame-derived electronic music. Her evil/sweet bubble tracks can heard on the micromusic site and her album 'I Love My Computer' -- made on an Ensoniq SQ80 and recorded to (gasp!) cassette -- is out on Richard D. James' 'braindance' label Rephlex. As if that weren't enough, she is also a founding member of Lektrolab, a women's collective that organizes DJ workshops and parties. -- Johanna Fateman
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Click on the image to see a larger version, and for information on time and dates.
Friday, 17 June 2011
how to become an interior stylist
Click on the image to see a larger version, and for information on time and dates.
What is the topic? How to become an interior stylist
What will it cover? Even if you're not interested in a career in interior styling, you'll still learn great tips and advice on creating a beautiful home. But if you want career tips, then industry experts will be on hand to show you the way.
Should I attend? If you have an interest in journeys of creativity, and making a beautiful home, then, yes.
How much does it cost? Nothing - its' FREE!
It would be great if you could rsvp to natalie[at]nataliewalton.com
However, you can just turn up on the night.
5 comments:
- Design Elements said...
lovey idea! the life looks differenet if we do what we love...happy weekeend
- 17 June 2011 at 16:21
- posie blogs Jennie McClelland said...
This looks so great, perfect for someone putting their own stamp on their new home!! Love Posie
- 18 June 2011 at 10:12
- Marie Maglaque said...
I would have loved to attend this workshop! just what I need in fact. But I am based in Singapore... any chance you will be recording a video for us abroad? Thanks
- 4 July 2011 at 12:01
- Mayne said...
Sooooooo envious! Truly wish Interior Stylists would offer free workshops like this in America! Perhaps it's time for me to consider relocating to Bondi hmmmmm....
- 4 July 2011 at 14:03
- mariekfrench said...
Please do tell me if you ever have another workshop like this, or if you might have a webinar, or lessons we could subscribe to or pay for online. I would love to fine tune my skills and learn from pros like you all. Thanks!
- 22 October 2011 at 04:27
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MBA Marine Human Resource Management
This MBA programme is designed to equip students with adequate skills and knowledge to take up careers in the Human Resource (HR) functional area in shipping and logistics companies. Subjects in all the areas of general management and the functional specialization in the area of Human Resource Management coupled with sectoral specialisation in shipping and logistics management will help the participants to gain a good understanding of the concepts and apply them in practice.
Duration: 2 years
Eligibility: 1. Any degree from a recognized University with 50 % marks.(OR) 2. Mariners holding the following professional qualification obtained after a minimum duration of study-cum-training of 6 years after 10+2 leading to: a) Master Foreign Going Certificate of Competency.(OR) b) First Class Motor or Steam or Combined (Chief Engineer) Certificate of Competency issued by the Directorate General of Shipping, Ministry of Shipping, Government of India or its counterparts in other countries.
Age: Maximum 25 years
Gender: Boys and Girls are eligible to apply.
Admission Test: CAT / MAT / XAT / ATMA / JMET / TANCET scores will be accepted. If a candidate has not taken any of the above tests, he / she will be asked to appear for Entrance Exam of AMET
Mode of Selection: Personal interview / Group discussion
Commencement of the classes: End July / Early August


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As the old adage goes, "you only have one shot at making a good first impression." Well, it seems the folks at Fiat are paying that no heed. After a lackluster advertising campaign with Jennifer Lopez — and a moderately more successful second attempt with Romanian model Catrinel Menghia – Fiat has decided to splash some "tiger blood" over its Fiat 500 Abarth ads, giving it a brand new sheen – Charlie Sheen, that is.
Yup, that's right, Hollywood bad-boy Charlie Sheen is being featured in the latest commercial for the Abarth-tuned Fiat 500. For those that might be a tiny bit unfamiliar with Abarth, the Italian racing car maker has been around since 1949. Abarth became well-known for making high-performance exhaust pipes, and later, its various tuning kits for road vehicles. The company was later purchased by Fiat S.p.A in 1971. With Sheen's involvement in Fiat's latest marketing push, we imagine the Italian automaker is looking to add some bravado and bite to its economy-sized hatchback.
Other than "WINNING," the ad sees Sheen racing around a swanky home – adorned, of course, with a bevy of beautiful women surrounding every staircase and corner while under "house arrest."
As you may remember, Sheen was the former star of CBS's "Two and a Half Men," a role that reportedly made him the highest-paid actor on television until his very public issues with substance abuse and subsequent firing from CBS for insulting the show's creator. At Sheen's peak, he was earning a reported $1.25 million per episode, which, when adding in back end syndication, grew to about $2 million, or roughly $48 million per year from the shows typical 24-episode season.
Still, despite his meteoric rise and fall, and being hospitalized three times for substance abuse, Sheen doesn't seem to mind poking fun at himself – which we have to applaud.
Of course the question remains: with Sheen's dramatic, drug-infused past, and bad-boy antics, has Fiat finally found that WINNING formula to promote its performance car in Sheen? We'll have to see. Let's all just hope our vein's don't need to course with "tiger's blood," or require the status of "high priest Vatican assassin warlock" (he really said this stuff, folks), in order to drive the 500 Abarth when it goes on sale this spring.
Watch the video below:
Editors' Recommendations
- The best fuel-efficient cars for 2020
- The 50 best shows on Netflix right now
- The 35 best movies on HBO right now
- The best action movies on Netflix right now
- The best language-learning apps for Android and iOS


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First of all, many thanks for all the kind comments on the "keeping it real" post. That is a lot of word-vomit to get through. For you and for me. lol. Thanks for hanging in there with me.
Second, I have fabric to giveaway! Check out Tina Given's new Haven's Edge collection. Very swanky and chic – especially if you love purple. Which is one hot color these days.


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JACKSONVILLE, Fla. – Over the weekend, six members of the Tennessee State track and field teams had solid outings in the 2014 NCAA Division I Outdoor Track & Field Championships as the University of North Florida.
Sophomore Clairwin Dameus came the closest to making the NCAA Championship in the long jump after finishing 15th with a hop of 6.11 meters. Although she needed to be in at least 12th, Dameus will still compete in the heptathlon in Eugene, Ore. on June 11-14.
Dameus then teamed with Amber Hughes, Ashontae Jackson and Quanisha Sales to post a 45.08 second time in the 4x100 meter relay which earned the Tigerbelles 17th place.
Hughes and Sales also competed in solo events in Fla., with Hughes clocking a 13.60 in the 100-meter hurdles and Sales running the 200-meter dash in 24.58 seconds.
Jerome Henderson of the Flying Tigers ran a time of 10.90 in the 100-meter dash while Daryl Rice leapt 2.00 meters in the men's high jump.


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Adedotun Ajiboye Olajide Very poor
Opara Nwanna Sylvia No scale ......pay anything .....very sad!!!!!
Alexander Elizabeth Nneka Scale keh....Dont be surprise if some r collecting 40-50k....
Chinwe Ononye 40-50k is even big, some collect 20-30k
mercy!Chinenye Awusaku Okey Hell No! That's like 50 dollars in a month. Jesus have
Ejikeme Chisom It's 30k am collecting.... Please if there is a better one please do lemme no... Or send a text or call 08072282075...i will be grateful and appreciate you
Hope Nduka When I worked in private in abia state ,I started with 7k and u can imagine
Lawal Tolani Do market survey,so as to know how much others are paying but if it's not a reasonable amount,you can increase your own
Quin Esther Oluwanifemi Some r collecting 18k.... Of which a School cert. sales girl collect such as monthly salary
Prince Chinedu It's a pity for you all. See the amount of money you are mentioning. This is shameful! Can any medical doctor be paid less than a 100k in any setting? The reason is simple... there are so many nurses in the labor market, so if you don't take the peanut they are paying, so many others are willing to collect it. I have always advocated for a review of the Nursing & Midwifery Act 1979 to provide for the Universities as the only statutory institution for the training of Nurses & Midwives. This will reduce the number of nurses that are being pumped out from various schools of nursing across the federation, thus increasing the demand for nursing services and consequent increase in salary!
Ogumu ChrisPat Auxiliary "Nurses" are taking over d whole private hospitals and those quacks are ready to take any amount and doctors are not helping matters at all they prefer taking quacks because they believe they make more profits working with quacks in d aspect of salary. There is one private hospital in one state in Nigeria they have 14 quacks and 2 registered nurses. Imagine d type of care they are rendering there.


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Check out the latest RPG news | Podcasts | Twitch Streams
And at the end you die, maybe... I suppose. I don't know.
Oh yeah, yeah... I remember reading about this last year on neogaf. I saw the entire original mod on YouTube and it was very interesting, but I didn't understand anything of what was going on.Code: [Select]And at the end you die, maybe... I suppose. I don't know.Will see how this new version is though.
The narrator is Esther's husband. He speaks of Esther being killed in a drunk driving accident or a brake system failure. The drawings on the walls are scientific depictions of brake system failures and drunk driving. At the end, he says "come back" because you (Esther), are in a coma and the plug is being pulled, thus the BEEP at the end. Hope this helps with the confusion...


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Electric Lock Release for Mortice Sashlocks
Hover Over Picture with Mouse
- Product Sku
- AXK21R8(right)-AXK21L8(left)
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This post is part of our "Mel's Favorite Neighborhoods" series. Having lived in Central Florida for over 13 years, Melanie got to explore many of Orlando's most popular areas. Mel is the perfect match for RealEstateWall.com as she can give our readers valuable insight into how it really is to live in a particular neighborhood […]
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How is Life in ColonialTown Orlando?
Filed Under: Melanie, Popular Neighborhoods Tagged With: best neighborhoods in orlando, colonial town orlando fl, colonialtown orlando map, colonialtown orlando zip code, homes for sale in colonial town orlando fl, homes for sale in colonialtown orlando fl, life in colonialtown orlando, orlando neighborhoods, things to do in colonialtown orlando, where is colonialtown in orlando, where to live in orlando fl


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It's the beautiful game! Play football at one of our centres for a fast-paced and entertaining match! It's a great opportunity to get social with your mates or competitive with another team. Football is the ultimate sport, gripping the nation on a weekly basis! Best of all its inclusive for any age and any ability!
The beauty of football is that you can get a great workout without even realising! Football is so much fun you will be increasing your stamina, strength and agility each time you play. Needless to say, there are great benefits to football; with working effectively as a team to win just one of them! Football is great for fun, stress-relief, and exercise as well as a great activity to do with your mates!
It is highly recommended that you wear suitable footwear such as trainers or possibly studs/blades. We also advise you bring shin pads, goalkeeper gloves, coloured bibs, and a football! Don't forget to bring along plenty of water to keep hydrated during your session.
Find your closest centre offering Football


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Hi! As noted from the title of this post, some pieces are timeless and return again and again. A classic coat, a black chiffon shirt and an interesting scarf can always create an elegant and posh outfit. Of course, It's important to add some new trendy pieces, like leather leggings and booties. Hope you like this classic and modern look!
Time after Time...
Winter Charm with Modani
Hi everyone! Inspired from the gloomy cold winter, we combined beautiful pieces in grey and black to create a stylish living room decor. Its all in the details of course, like the beautiful retro mirror and the dark flowers. You can find more in Modani, a store with beautiful and edgy pieces for your home!
Ετικέτες decor, Inspiration
Windy & Wild
Ετικέτες animal print, Asos, coat, H&M, heels, KEM, Outfits, pastel, streetstyle, Tsakiris Mallas, winter, ZARA
Look of the Week #6 {Classic Elegance}
Ετικέτες Look of the Week, Mango, Ted Baker
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Celebrations at Camrose Founders Days Festival, Camrose, Alberta, August 12th to the 14th. It will mark 100 year milestones for many Camrose organizations. Daily activities take place Downtown on Main Street, Camrose Centennial Museum and the Camrose Railway Station Museum & Park.
On Friday, August 12 at 12:30, a "promenade" down Camrose's Main Street will take place before arriving at Founders Square for the honouring ceremony of the three founders - Rev. Thomas Torger Carlson, Mr. M.A. Maxwell and Mrs. Carla Didrickson-Hoyme.
After the ceremony, the public is invited to the Bailey Theatre to take in a reception, "meet" the founders, tour the 100-year-old theatre and visit the City of Camrose historical inventory.
On Saturday evening there be a graveyard expedition through Poplar Grove cemetery. Following that, you can meet Glenys Smith at the Railway Station for a ghost tour through the city.
On Sunday, a display at the Camrose centennial museum will highlight another groundbreaking member of the Hoyme family, this time featuring the millinery of Miss Hoyme, a relative of Carla Didrickson-Hoyme. A Mad Hatters fashion show at 1 p.m. will be held to recognize her accomplishments.
If you wish to go to the website, the address is http://www.camrosefoundersdays.com/


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Jay Rayner Quartet
The renowned restaurant critic, Masterchef judge and presenter of BBC Radio 4's The Kitchen Cabinet has one other skill. He's also a jazz pianist.
Now Jay brings The Jay Rayner Quartet: Songs of Food and Agony, to the stage: an ensemble of top flight musicians performing tunes from the Great American food and drink songbook including 'Cantaloupe Island', 'Black Coffee', 'One For My Baby', and 'Save The Bones'. There will be standards from the likes of Johnny Mercer, Harold Arlen, Blossom Dearie and Dave Frishberg.
Alongside anecdotes from his life being paid to eat out on somebody else's dime he also talks about growing up with a mother, Claire Rayner, who was an agony aunt and plays tunes that draw on the narratives of the problem page letter.
With the singer Pat Gordon Smith, bassist Robert Rickenberg and saxophonist Dave Lewis.


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Clark17 wrote:I just checked the NDHSAA's page and it has the boy's semis at the main rink.
I thought these tournaments were going to be held at different venues with the idea of alternating?
I think 16 teams earned the right to play at a showcase arena for all of their tournament games.
highandwide wrote:Somebody please tell me that is a typo on the ND High schedule and they are NOT playing the semi's in the OLYMPIC rink?!? How would you do that with standing room only?
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During the Coronovirus Our store is closed. Please order online or Call our Store for a click and collect service. Thank you and keep safe.
We are a well established fishing tackle business with 2 angling shops, Tackle2U Outwood AC in Wakefield and our new angling Tackle2U megastore in Bradford.
We stock a wide variety of fishing tackle including match fishing poles,rods & reels and carp fishing tackle. As a result we have an extensive range of the top fishing tackle brands available including Shimano, Prologic, jrc, Preston Innovations, Maver, Drennan, MAP, Daiwa and Korum.
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