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Journal of the South African Institution of Civil Engineering
versão On-line ISSN 2309-8775
versão impressa ISSN 1021-2019
J. S. Afr. Inst. Civ. Eng. vol.54 no.1 Midrand Abr. 2012
A rational approach to predicting the buckling length of compression chords in prefabricated timber truss roof structures braced by means of diagonal bracing
W M G Burdzik; N W Dekker
In South Africa, timber-trussed roofs supporting concrete tiles have for many years often been braced solely by means of diagonal braces. Failures have shown that the diagonal brace was inadequate for larger span roofs, and the use of diagonal bracing has subsequently been limited to spans of less or equal to 10 m. When designing the compression chords of a timber truss in a braced roof, SANS 10163:1 (2003) recommends a minimum effective length for out-of-plane buckling of not less than 15 x b, which is 540 mm for a 36 mm wide member. This effective or out-of-plane buckling length of the top chord was later assumed to be equal to the spacing of the trusses. With the availability of PC-based packages that are able to perform three-dimensional buckling analyses, it is perhaps useful to investigate the validity of using the effective length equal to the truss spacing, and then also the 10 m limit on span for roofs braced by means of diagonal braces.
A common error made when analysing three-dimensional buckling problems is to assume connectivity on the centreline of the members, thereby neglecting eccentricity between the centreline of the bracing and the centreline of the member being braced (see Figure 1). In timber-trussed roofs, the diagonal brace is nailed to the underside of the top chord of a number of adjacent trusses. The brace runs at more or less 45° and triangulation appears to be complete when viewed on plan, as the battens form the other elements of the bracing system triangulation. Trusses some distance from the trusses that are connected to the diagonal brace can, however, only obtain lateral support via the battens that are connected to the top of the compression chords. The authors feel that a more correct way of analysing a timber-trussed roof, braced by means of a diagonal brace, requires that the eccentricity between the centreline of the battens on top of the compression chords and the centreline of the braced points on the underside of the compression chords be taken into account. Furthermore, the connections between the battens and the top chord are not infinitely stiff and this stiffness, together with the low torsional rigidity of the timber members, should be taken into account in the buckling analysis. The analysis can be further improved by taking the out-of-plane bending stiffness of the web members into account. All these factors will influence the buckling length of the compression chords to some degree.
In this paper, the authors show how incorrect assumptions may mislead the designer into believing that the buckling length is equal to or less than the spacing of the trusses. They also show that, even though the bracing members have been placed on the correct sides of the top chord in the analysis, incorrect assumptions about the torsional stiffness of the top chords can lead to buckling lengths that are slightly less than when a more realistic torsional stiffness is used.
Keywords: effective length, buckling, flexible supports, bracing
Since the introduction of computer-based analysis programs for timber roofs, the pre-and post-processing parts of the software have changed and improved to the extent that the designer is no longer aware of the design process, even though forces, displace-ments, sizes and assumed effective lengths may be printed for checking by a competent person. Loads are calculated from the layout and these are applied to a two-dimensional analysis of the truss, even though a timber roof structure is a three-dimensional problem constructed out of a brittle material with limited ductility in the connections. Limited ductility can be a problem in cases where construction errors have been made and force-fitting is applied. Assumptions are made about the member sizes and sometimes the connector plate stiffness for an initial analysis. More often than not, a centreline analysis using beam elements is used and the forces so obtained are used to size the members in accordance with SANS 10163: Part 1 (2003) or Part 2 (2001). At this stage of the design, assumptions are made about the type of bracing to be used, as well as the effective or buckling length of the compression chord that would result from using that specific type of bracing. In most cases the trusses are re-analysed with the correct sizes once these have been calculated to ensure that the sizing is adequate for the load and that the deflection is not excessive.
SANS 10163: Part 2 (2001) has a rule of thumb for the minimum slenderness, Le/b, equal to 15 for tiled roofs or the spacing of the purlin for sheeted roofs. Many believed, and some still believe, that the effective or buckling length of the top chord is equal to the spacing of the battens. This assumption would perhaps be correct if the tiles could be relied on to supply diaphragm action, and that the battens were rigidly connected to the compression member. In such a case, any further bracing would only be required for erection purposes. The authors accept that diaphragm bracing by the tiles will initially be active, but with time the friction between the tiles seems to break and movement does occur. This eventual movement of the tiles has led to failures of roofs.
The assumption of the buckling length equal to 15 x b, with b = 36 mm, may not be a problem when the spacing of the trusses is equal to 640 mm as is commonly used in Australia, but could become a problem where the spacing of the trusses is as much as 1 050 mm, as is often found in South Africa. The minimum slenderness of Le/b = 15 was later changed by the South African Institute for Timber Construction to an in-house rule which suggests, the operative word being suggests, an effective buckling length of the spacing of the trusses, i.e. 750 mm to 1 050 mm. The authors believe that a blanket rule such as effective length = 15 x b or even buckling length equal to the spacing of the trusses may not be conservative, as the buckling length depends on the boundary conditions, the stiffness of the bracing and the method of transferring loads once buckling is initiated.
For small span timber trusses, i.e. up to 10 m, a diagonal brace is the norm in South Africa. As the limit on the span for the use of a diagonal brace is less than 10 m, only the 10 m span and 7.5 m spans were investigated. Timber sizes for 10 m span roofs would typically be 36 mm x 111 mm top and bottom chords with 36 mm x 73 mm web members. When bracing a 10 m span trussed roof, a 36 mm x 111 mm timber member is fixed to the underside of the compression chords and runs at about 45° when seen in plan. Three 100 mm long nails are used to fix the brace to the underside of the top chord (see Figure 1). Maximum spacing rules are used to ensure that trusses are not too far from the brace. Battens, the smallest nominally being 36 mm x 36 mm, are placed on top of the compression chord and these are then fixed with one 75 mm long nail to the compression chord.
In this paper it is the intention of the authors to only investigate diagonal bracing, and not all forms of bracing that are currently used by the South African timber roof truss industry. Although this investigation is a theoretical exercise and cannot, at this stage, be validated by test results, the authors are of the opinion that a three-dimensional buckling analysis is an acceptable way of determining the buckling length of a compression chord in a timber roof structure. Buckling and finite element analyses are widely used for many structural systems and materials as the analyses are based on theories that have historically been proven to work for structures.
In-plane and out-of-plane buckling
The effective length factor, or K- factor, is used to adjust the actual unrestrained length of a compression member to account for prevailing boundary conditions. Many software packages use a default out-of-plane effective length factor of 0.85, implying some form of rotational joint restraint by adjacent members. This is only possible where adjacent members have high out-of-plane bending or torsional stiffness and they themselves are not compression members that could buckle. Some design codes specify effective length factors for compression members in lattice trusses. BS 5400 Part 3 (BSI 2000), in its Table 11, specifies effective length factors for buckling in the plane of the truss, as well as out of the plane of the truss. In all cases the values given in Table 11 of BS 5400 Part 3 (BSI 2000) are less than or equal to 0.85. Eurocode 5 (CEN 1995) gives the effective column length for members of triangulated trusses with loading at the nodes as the bay length. For strength verification, Eurocode 5 (CEN 1995) states that the calculated force should be increased by 10%.
SANS 10163 Part 1 (2003) has non-mandatory clauses for the calculation of the effective length factor:
1. With regard to the effective length for "in-plane" buckling, in a continuous compression member such as a chord of a truss, take the effective length for "in-plane" buckling as the distance between the node points multiplied by a factor of between 0.85 and 1.0, dependingon the degree of fixity and the distribution of the load. In a non-continuous compression member such as the web of a truss, take the effective length for "in-plane" buckling as the actual length of the member multiplied by a factor of between 0.85 and 1.0, depending on the degree of end fixity.
2. With regard to effective length for "out-of-plane" buckling, thefollowing apply:
a) take the effective length of the compression chords to be equal to the purlin or batten spacing, provided that the purlins or battens are adequately fixed to the chords, properly spliced to transmit the forces and adequately braced against longitudinal movement;
b) in the case of tiles supported on bat-tens, the battens being spaced less than 400 mm apart andfixed to the chords with one or two plain wire nails, use a minimum slenderness value of Le/b = 15for calculating the ultimate compressive stresses for the chords;
c) if the compression chords are braced by means of a bracing frame or a truss that restrains the longitudinal movement of all battens, use the minimum slenderness value given in (b) above; and
d) in the case of web members, use the distance between the intersection of the centrelines of connecting members.
Boundary conditions influencing the degree of restraint exercised on a compression member, are not merely a function of connection details and continuity, but are influenced by the capacity of adjacent members at the node. Consider the example of a simple lattice truss with a constant section, shown in Figure 2, where lateral supports are provided at nodes, A, B, C, D, E, F and G:
The compression chord ABCDEFG is divided into equal portions. The basic principle that the buckling load for member ABCDEFG is unique shows that an effective length factor of less than one for a particular member is consistent with an effective length factor of greater than one in the adjacent members, albeit with a smaller force, as shown in Equation 1:
If the member is of constant section with a constant force, Equation 1 will be satisfied if the buckling length is taken as L = Lab = LBC = Lcd. If the torsional stiffness of the lacing elements is ignored, an effective length factor of less than one is clearly incorrect. For the loading as shown, the force in ABCDEF will vary over the length of the truss. Once again, the buckling strength of the chord ABCDEF is unique. In order to still satisfy Equation 1, the effective length factors for the members with the lower forces are greater than for those members with the higher forces.
It is significant that the Eurocodes for steel design specifically have discarded the practice of using tabulated effective length factors in the design of both compression and flexural members. Elastic buckling loads are used as a basis of design, and such loads are commonly calculated using computer programs.
Stanway, Chapman & Dowling (1992) have discussed the influence of elastic supports at any position of the length of the strut, thereby considering the influence of unequal bay lengths and the beneficial restraint offered by adjacent subcritical elements having a shorter buckling length. The basis of elastic buckling analysis is subsequently discussed.
Most PC-based analysis packages are capable of performing buckling analyses on framed structures using beam elements, and individual members using shell elements. It is important that the user be aware of the actual process and the premises on which such analyses are based. The method of buckling analysis of a frame structure is presented in Coates et al (1988), as described below.
In the case of a linear elastic analysis of a framed structure, deformation is linearly related to load, or, expressed in matrix form:
P is the force or load matrix,
λ is the displacement matrix,
Ks is the stiffness matrix.
The terms of Ks are constant for a given structure, provided that second order effects are neglected, therefore Ks is independent of P. If, however, the influence of axial forces on member stiffness is included, Ks becomes a function of P, or Ks = Ks(P).
In the case where axial loads are not neglected, Equation 2 becomes non-linear, but if the axial loads are known, the deflections may be calculated.
In Equation 3 the term X has been inserted as a load multiplier. As the loads are progressively increased, a state of neutral equilibrium is achieved where any deflection is possible for a given load level. This state defines instability and may be referred to as λ= λcr. The critical state is consistent with the matrix Ks(λP) becoming singular.
A test of the singularity of the matrix Ks can therefore be used as a check on stability. If it is non-singular and positive definite, the structure is stable; if it is singular, the structure is on the point of collapse. The value of Xcr is therefore a multiple whereby an arbitrarily chosen load can be multiplied to achieve a state of collapse. The following comments regarding the value of λcr should be clearly noted:
■ λcr is not a safety factor. Even if P is chosen to represent load effects at working loads, the influence of inelastic buckling is not taken into account in an elastic buckling analysis.
■ In the case where buckling modes are de-coupled, for example lattice structures consisting of pin-ended members, the value of λcr applies to the member most susceptible to buckling, and has no application to other members.
■ If a two-dimensional analysis were to be carried out to determine λcr, the value of λcr applies to in-plane and not out-of-plane buckling.
The significance of an elastic buckling analysis is that the value of λcrP is the elastic buckling load of the critical member or portion of a structure, or of the structure as a whole. Dekker and Burdzik (2000) have shown that, in order to calculate the inelastic buckling load, and therefore the factored resistance of the critical member, Cr, the following procedure may be followed:
Calculate the equivalent effective unbraced length from the relationship:
Pe = Euler buckling load for a compression member hinged at both end
P = applied load
K = effective un-braced length factor
Calculate the compressive resistance Cr using the value of KL obtained from Equation 5 for the appropriate member size. The resistance equation is given by SANS 10163:1 (2003):
The appropriate slenderness ratio is given in SANS 10163:1 (2003)
or for a rectangular section
and the buckling factor, βb is given by:
with n = 1.8 and
E0.05= fifth percentile modulus of elasticity for members working in isolation.
KxL = effective length or buckling length
r = radius of gyration,
fc = compressive stress parallel to the grain.
When a stiffness matrix method with beam elements is used to analyse a structure, there are a number of ways of modelling the connection between, for instance, the batten and the top chord. One of the methods is the use of a spring as a connector. This, however, does not adequately address the possible rotation of the top chord, as the chord, the spring and the batten are in the same plane. Rotation of the chord will then 'soften' the stiffness of the connection. If a beam element analysis is applied to the three-dimensional model, the authors are of the opinion that it is better to model the nail with an element that has the same bending stiffness as the transverse stiffness of the nail in double curvature, than to use a spring. The spring will not have the necessary eccentricity to allow the torsional displacement of the chord.
Eurocode 5 (1995) allows a method whereby the long-term stiffness of nails, that connect two pieces of timber together, may be calculated. The long-term stiffness of a nail without pre-drilling is given by:
Kser = connector stiffness in kN/m
pm = average density of the timber in kg/m3
d = diameter of the nail in mm.
This equation has been found, by a number of tests performed at the University of Pretoria, to represent the stiffness of nails in South African pine fairly well.
Using the Eurocode 5 (CEN 1995) equation for long-term nail stiffness, the stiffness of a connection using a 3.2 mm nail in timber with an average density of 450 kg/m3 can be calculated and a value of 807 kN/m is obtained. A stiffness for the nailed connection of 800 kN/m was used in all the analyses. Typical trusses that are braced by a diagonal brace are usually spaced at about 750 mm, will have a top and chord with a depth of 111 mm, webs with a depth of 73 mm and battens with a depth of 36 mm. The distance between the centrelines of the top chord and the batten is then = 73.5 mm. It would not be out of place to assume that the nail is initially placed in double flexure, as this is the most likely form of failure for a thin timber-to-timber dowel-type connector (Eurocode 5, i.e. CEN 1995). Basic slope deflection equations (Coates et al 1988) allow one to determine the flexural stiffness of a member in double curvature that has the same stiffness as the nail. See Figure 3 for forces involved.
But Vab/A is equal to the stiffness of the nail, Kser'
The required flexural stiffness EI can be calculated as follows:
The equivalent diameter of a steel nail that now connects the batten to the top chord can be determined from this equation. If the modulus of elasticity of the steel is 206 GPa and Equation 12 is applied:
The diameter of the equivalent round nail with the required second moment of area is 7.2 mm. It may be prudent to remember that the theoretical stiffness of the nails is based on tests where the nail is forced into double curvature by longitudinal displacement of the connected members. However, if the chord is free to rotate, this stiffness will be reduced, i.e. 'soften', and it would no longer be correct to assume a spring stiffness of 800 kN/m when using springs in the analyses. It would be more correct in the authors' opinion to have a stiffness of something between fully fixed on both ends and a cantilever. For a cantilever the stiffness is a quarter of that of a fully fixed member, i.e. 200 kN/m.
As an illustration of how the connection 'softens' with relative rotation between two connected members, two analyses were undertaken. A 3.75 m long, 36 mm x 225 mm, grade 5 timber, modulus of elasticity = 7 800 MPa, with 36 mm x 36 mm, grade 4 battens spaced at 250 mm with the battens having a length of 750 mm, was subjected to unit axial loading (see Figure 4). In the first analysis, the eccentricity between the centreline of the battens and the compression element was taken into account, with the nails being modelled by bending elements. No account was taken of the possible lower shear modulus of the compression member. A buckling load factor of 174 and an out-of-plane buckling length of 622 mm resulted.
In the second analysis, the member was analysed using shell elements with springs connecting it to the battens. The spring stiffness was reduced until the same buckling factor, i.e. 174, was obtained as in the first analysis. The spring stiffness that was required to achieve this was 267 kN/m and no longer 800 kN/m. This shows that, when using shell or plate elements that are connected to the bracing battens by way of springs, great care should be taken as it may result in misleading answers. If the spring stiffness of 800 kN/m is used, the buckling load factor, X, was 293 with a buckling length of 480 mm. Both the buckling lengths are substantially greater than the spacing of the battens.
It is perhaps of interest to note that when this technique is used to determine the buckling length of a 2.1 m long, 36 mm x 111 mm, Grade 5 SA pine member that is braced by means of 750 mm long, 36 mm x 36 mm Grade 5 battens, spaced at 300 mm, a buckling length of 454 mm results. If the member length is increased to 3.0 m with the battens still at 300 mm spacing, the buckling length decreases slightly to 446 mm. This may explain why a minimum slenderness of 15 x b was written into SANS 10163: Part 2 (2001), as that particular clause was based on work done by Pienaar (1984) who tested 36 mm x 111 mm compression members that were braced by battens nailed to one side.
It is accepted that the shear modulus of South African pine is about equal to MOE/13 (Burdzik & Nkwera 2003). Not all software packages have the facility to input the shear modulus. Prokon (2011), the package used in the following analyses uses a Poisson Ratio, v, of 0.2. The shear modulus is then calculated from the following equation:
This shortcoming can be overcome by reducing the St Venant torsional constant of the relevant members by 13/2.4 = 5.42.
In order to demonstrate the principles discussed above, a commonly available PC-based analysis package, Prokon (2011), was used to calculate the effective length factors of the top chord of gable to gable timber-trussed roofs with spans of 7.5 m and 10 m, with pitches of 17.5°, 25° and 35°. The batten spacing was taken as 262 mm and 305 mm respectively in order to simplify the input of the truss and batten geometry. Only the tile weight and the self weight of the timber were used to determine the buckling length of the top chords, as the buckling is a long-term problem, rather than a problem that occurs when imposed load is applied, as imposed load will increase the friction between the tiles, leading to bracing by diaphragm action. Tile mass was taken as being 55 kg/m2, although the actual mass is not that important, as the buckling analysis is only used to calculate buckling lengths. The different configurations (see Figures 5 and 6) were used to ascertain whether the configuration would play a significant part in the buckling length of the compression chord.
Results of the analyses
In all cases the top and bottom chords were assumed to have dimensions of 36 mm x 111 mm with web members being 36 mm x 73 mm with a 36 mm x 111 mm diagonal brace, although in practice the top and bottom chords may be 36 mm x 73 mm and the diagonal bracing member a 36 mm x 73 mm for small span roofs. A full span, complete roof (see Figure 7) was analysed to ascertain the buckled shape of the roof so that a half-structure, with the correct boundary conditions, could be analysed. From the buckled shape, one can deduce that the apex moves as the brace is flexible and it then becomes apparent that one cannot assume an inflection point at the apex. This then makes it possible to define the boundary conditions for a structure where only the half structure is investigated. If the half structure with the correct boundary conditions is used, it simplifies the input and speeds up the analyses of the various truss layouts and spans. Assume that the truss lies in the X-Y plane and that the Z axis is perpendicular to that plane. The eaves of the truss is supported in Y and Z directions, whereas the apex and the bottom chord of the half truss are supported in the X direction and fixed against rotation about the Y axis. Figure 8 shows the buckled shape of the half-structure with a span of 10 m.
It is noteworthy to see how the top chords of the trusses will buckle, as this buckling shape is sometimes visible on the tile lines of some of the older houses in South Africa. The battens force sympathetic buckling, i.e. all top chords move in the same direction, as all the top chords are tied together by the battens. It is also apparent from the buckled shape that the low torsional rigidity of the top chord and the stiffness of the nails all play a part in the final buckled shape. A buckling analysis of a trussed roof, where centreline connectivity of chords, battens and diagonal brace is assumed, is shown in Figure 9. Note the difference in the buckled shape of the roof shown in Figure 8, where the actual relative position of the members is taken into account, and Figures 9, where centreline connectivity is assumed. The effect of the difference in the buckled shape leads to a difference in the buckling length of the top chord as is given in Table 2.
This difference in the buckled shape and the buckling load factor between centreline connectivity and the buckled shape of the trussed roof where the relative distances between the centreline of the battens, top chord and diagonal brace are taken into account, shows how important it is to take the actual position into account. Even if one allows for the stiffness of the nails in the centreline analysis, one may still land up with what the authors believe to be an incorrect evaluation of the buckling length of the top chord.
The results of the analysis for the different configurations of the 7.5 m span trusses are given in tabular form in Tables 1, 2 and 3.
By considering the results shown in Tables 1 to 3 it is clear that the actual buckling length exceeds the purlin spacing by a factor of between 3.8 and 4.4. The error caused by centreline modelling is shown to be significant in Table 2. No further centreline modelling was undertaken as the authors were convinced that the difference in the buckling factors for the different layouts would not be significant.
The results of the analysis for the different configurations of the 10.0 m span trusses are given in tabular form in Tables 4, 5 and 6.
To see whether the theoretical increased buckling length will negatively influence the design of timber trusses, one each of the 7.5 m and 10 m trusses will be used to illustrate the code requirements between using the effective buckling length based on the truss spacing, and the theoretical buckling length of 1.2 m.
Fink truss layout at 7.5 m span with 25° pitch
If one includes the imposed load, the imposed load on a tributary area of 5.63 m2 is 0.46 kN/m2. A frame analysis on the truss with pin joints between the web members and the chords, but with continuity of the top and bottom chords, was applied. With a total load that includes all self-weight and imposed load, the ultimate axial force in the top chord = 8.96 kN and the ultimate moment in the chord = 0.24 kN.m.
The axial resistance using a buckling length of 750 mm can be calculated from Equation 8:
and the buckling factor β is given by Equation 9:
The resistance of a 36 mm x 111 mm Grade 5 member is therefore (Equation 7):
Ym1 = 0.60 + 0.63 wDS = 0.6 + 0.63 x 0.54 = 0.94
Ym3 = 0.82 + 0.023 L = 0.82 + 0.023 x 7.5 = 0.993 for 7.5 m span
The product of the y factors is equal to 0.93.
The moment of resistance,
The interaction equation, i.e. Interaction Index:
Using a buckling length of 1.20 m the slen-derness and the buckling factor are:
and the buckling factor βb is given by:
The moment of resistance,
The Interaction Index:
In both cases the interaction equation is satisfied and the truss satisfies the requirements of SANS 10163: Part1 (2003).
Double-W truss layout at 10 m span
If one includes the imposed load, the imposed load on a tributary area of 7.5 m2 is 0.425 kN/m2. With a total load that includes all self-weight and imposed load, the ultimate force and bending moment in the top chord was found to be Cu = 13.24 kN and Mu = 0.23 kN.m.
Ym1 = 0.60 + 0.63 wDS = 0.6 + 0.63 x 0.54 = 0.94
Ym3 = 0.82 + 0.023 L = 0.82 + 0.023 x 10.0 = 1.05 for 10 m span
The product of the ym factors = 0.987
With an assumed buckling length of 0.75 m and an assumed top chord size of 36 mm x 111 mm in a Grade 5 timber, the resistances become:
The moment of resistance,
The interaction equation:
Whereas, if a theoretical buckling length of 1.2 m is used:
The Interaction Index:
The interaction equation indicates that the 36 mm x 111 mm, Grade 5 SA pine member fails the interaction equation with the increased buckling length of 1.2 m. As the imposed load would increase the friction between the tiles, the buckling length would be substantially reduced. The increase of the interaction equation to 1.3 would not, in the opinion of the authors, increase the probability of failure substantially. It is therefore not surprising that very few failures of timber trussed roofs of spans less than 10 m that are braced by means of a diagonal brace, have been noted.
The theoretical buckling lengths of the compression chords, of trusses in a roof braced by means of a diagonal brace, are shown to be in the region of between 1 m and 1.2 m for a gable-to-gable timber roof structure. This increase in the buckling length from 0.76 m to over 1.0 m may not be critical for roofs that have been designed for a buckling length of 0.76 m, or the spacing of the trusses, as the imposed load is very seldom applied to the full roof. Furthermore, the imposed load would increase the friction between the tiles, thereby perhaps leading to diaphragm bracing. The 30% shortfall in capacity should not impact significantly on the probability of failure of the compression chords, provided that the integrity of the connections between the trusses and the battens is maintained.
Ignoring the lack of torsional stiffness of the top chord also has a small effect on the buckling length obtained from the analysis. This may not be true for sections that have a greater depth, i.e. depth of 149 mm and 225 mm. However, a centreline analysis neglecting to consider the distance between the centrelines of the brace, the chords and the battens is shown to under-estimate the theoretical buckling length by a dangerous margin, possibly leading to unsafe member sizes.
The buckling analyses and calculations would appear to justify limiting the span of trusses that are braced by means of a diagonal brace to less than 10 m, as the capacity of the nailed connections between the battens and the braced trusses may be exceeded once buckling is initiated. Owing to the many uncertainties involved, as well as the number of failures noted, it is proposed that the buckling length should be increased to 1.2 m or 30 x b for timber-trussed roofs that are braced solely by means of diagonal bracing. Perhaps there should be two interaction equations for checking the lateral buckling strength of the roof trusses. The first check should be to ascertain whether the truss strength is adequate for permanent load with the increased buckling length, and the second for total load, with the buckling length, however, reduced to 15 x b.
BSI (British Standards Institution) 2000. BS5400 Part 3. Steel, concrete and composite bridges. Code of practice for design of steel bridges. Milton Keynes, UK: BSI. [ Links ]
Burdzik, W M G & Nkwera, P D 2003. The relationship between torsional rigidity and bending strength characteristics of SA pine. Southern African Forestry Journal, 198: 17-21. [ Links ]
Coates R C, Coutie M G & Kong F K 1994. Structural Analysis, 3rd ed., London, UK: Chapman & Hall. [ Links ]
Dekker, N W & Burdzik, W M G 2000. A rational approach to the design of bracing to resist stability forces and a review of the CSA S16.1-99 proposal. Journal of the South African Institution of Civil Engineering, 42(1): 2-6. [ Links ]
CEN (European Committee for Standardization) 1995. Eurocode 5. Design of timber structures. Part 1: General rules and rules for buildings. NVN-ENV 1995-1-1. Brussels, Belgium: CEN. [ Links ]
Pienaar F R P 1984. The effective length of timber rafters in compression. Special Report HOUT 348, Pretoria: CSIR National Timber Research Institute. [ Links ]
PROKON Software Consultants Ltd 2011. PROKON suite of structural analysis programs. Pretoria: PROKON. [ Links ]
SANS 2001. SANS 10163-2:2001: The structural use of timber. Part 2: Allowable stress design. Pretoria: South African Bureau of Standards. [ Links ]
SANS 2003. SANS 10163-1:2003: The structural use of timber. Part 1: Limit-states design. Pretoria: South African Bureau of Standards. [ Links ]
Stanway G S, Chapman J C & Dowling P J. 1992. A simply supported imperfect column with a transverse elastic restraint at any position. Proceedings of the Institution of Civil Engineers - Structures & Buildings, 94: 205-206. [ Links ]
Contact details:
Department of Civil Engineering
University of Pretoria
Pretoria 0002 South Africa
E: email@example.com
Contact details:
Department of Civil Engineering
University of Pretoria
Pretoria 0002 South Africa
E: firstname.lastname@example.com
PROF WALTER BURDZIK is Professor in the Department of Civil Engineering at the University of Pretoria. He received his degrees from the university of Pretoria and has been involved in timber research and structural timber design for the last 25 years. He runs one of the few recognised timber-testing facilities in South Africa and is often involved in gueries surrounding the importing of structural timber and wood-based products. Because of his timber and timber products testing background he felt it necessary to serve on all the SANS committees charged with writing the South African timber design codes and specifications that have to do with wood-based structural products. He is also involved in the testing of new building systems for Agrément SA. His fields of interest also include steel, concrete and masonry design.
PROF NICK DEKKER received the degrees of BSc Eng, B Eng Hons and M Eng from the university of Pretoria, and a Ph D from the university of the Witwatersrand. He spent most of his professional career with BKS where he was responsible for the design of a wide range of structures, including bridges, industrial and commercial buildings, shopping centres, sports centres and process buildings. in 1996 he co-founded the consulting practice Dekker & Gelderblom, and was appointed as a Professor of Structural Engineering at the university of Pretoria. He received an NRF (National Research Foundation) rating in 1997. His field of interests include structural design in steel, pre-stressed concrete and reinforced concrete.


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HOUSTON (AP) O.J. Mayo scored 40 points, including 10 in the last three minutes, to lift the Dallas Mavericks to a 116-109 victory over the Rockets on Saturday night in coach Kevin McHale's return to the Houston bench.
James Harden had 30 points at halftime, but the Mavericks slowed him down in the second half. He scored just nine points in the second half.
McHale rejoined the team on Saturday after almost a month away from the team, and two weeks after the death of his daughter.
Chris Kaman added 20 points for Dallas, and Vince Carter and Darren Collison had 12 apiece.
MIAMI (AP) - Dwyane Wade scored 26 points, LeBron James finished with 24 points and seven assists, and Miami snapped a two-game slide by topping New Orleans.
Chris Bosh scored 13, and Ray Allen and Shane Battier each added 11 for Miami, which took control by outscoring the Hornets 33-10 over the final 11 minutes of the first half. New Orleans started the game 10 for 12 from the floor, then shot 9 for 31 over the rest of the half.
Ryan Anderson scored 24 for New Orleans, which got 20 from Robin Lopez and 12 from Jason Smith.
Miami shot a season-best 58 percent and turned 19 New Orleans turnovers into 22 points.
CHICAGO (AP) - Marco Belinelli and Luol Deng scored 22 points apiece as Chicago snapped New York's five-game winning streak.
Belinelli scored 15 points in the first quarter, while Deng had 10 in the fourth, giving the Bulls their first three-game winning streak of the season.
Carlos Boozer had 12 points and 10 rebounds for Chicago.
Raymond Felton led the Knicks with 27 points, matching his season high set on Thursday in a victory at Miami. However, Felton was just 9 for 30 from the field, exceeding his career high for field-goal attempts by six shots.
MEMPHIS, Tenn. (AP) - Josh Smith had 24 points, Lou Williams scored 18 of his 21 in the second half, and Atlanta won for the nine time in 10 games.
Al Horford had 19 points and grabbed 14 rebounds for Atlanta, while Jeff Teague finished with 13 points and six assists.
Zach Randolph and Marc Gasol scored 18 points apiece, Randolph grabbing 13 rebounds as Memphis lost at home for only the second time this season. Rudy Gay scored 17 points, but was 7 of 25 from the field. Mike Conley finished with 12 points.
CLEVELAND (AP) - Brandon Knight scored a career-high 30 points and Detroit beat Cleveland for the second time in six days.
The Pistons, who won for just the second time in 12 road games this season, took control with a run that began late in the third quarter and carried into the fourth period.
Tayshaun Prince scored 14 points while Jason Maxiell added 11 for the Pistons, who defeated the Cavaliers 89-79 on Monday in Auburn Hills, Mich.
Jeremy Pargo scored 24 points for Cleveland, which has lost five straight, nine of 10 and 15 of 17.
BOSTON (AP) - Kevin Garnett scored 19 points, Jeff Green added 16, and Boston won the back end of a home-and-home with Philadelphia.
Paul Pierce finished with 13 points and Rajon Rondo dished out 11 assists and collected nine rebounds, one night after his first triple-double of the season. Rondo had just seven points.
Thaddeus Young led Philadelphia with 22 points and Evan Turner scored 13. The 76ers have lost three of four.
Philadelphia won Friday when Turner hit the go-ahead basket in the lane with 3.9 seconds left in overtime and Rondo missed a game-ending shot after he slipped along the left baseline.
CHARLOTTE, N.C. (AP) - Danny Green scored 23 points and San Antonio set a franchise record with 19 3-pointers to hand Charlotte its seventh straight loss.
Green was 7 of 9 from 3-point range and the Spurs shot 56 percent from behind the arc.
Tony Parker had 22 points and nine assists as the Spurs won for the ninth time in 10 games to push their record to 17-4.
Green and Parker were a combined 18 of 22 from the field.
Kemba Walker led the Bobcats with 23 points and Gerald Henderson chipped in with 13.
WASHINGTON (AP) - David Lee had 24 points and 17 rebounds, Klay Thompson added 23 points and Golden State beat Washington for its third straight road win.
Stephen Curry scored 22 points for the Warriors, who won the first three games of a road trip for the first time since February, 2003.
Golden State is 13-7, the first time it's been six games over .500 since the end of the 2007-08 season.
Jordan Crawford had 22 points, seven rebounds and eight assists, tying a season high for points and assists. Bradley Beal scored 17 points, Kevin Seraphin and Cartier Martin both had 14.
LOS ANGELES (AP) - Jamal Crawford led a fourth-quarter rally with 13 of his 21 points, and Los Angeles won its fifth in a row while sending Phoenix to a season-worst sixth straight loss.
Blake Griffin added 24 points, and Chris Paul had 16 points and 11 assists. Crawford made all four of his free throws to extend his streak to 55 in a row since Nov. 3.
Michael Beasley scored 21 points off the bench, and Shannon Brown added 19 for Phoenix, which hadn't lost six in a row since March 3-12, 2009.
The Clippers broke out in the final quarter after not leading by more than seven points through the first three periods. And they did it with their reserves, who scored every point.
PORTLAND, Ore. (AP) - DeMarcus Cousins had 19 points and 12 rebounds, John Salmons added 19 points and 11 assists, and Sacramento snapped a six-game road losing streak.
Aaron Brooks had 14 for the Kings, who have won three in a row for the first time this season. Francisco Garcia and Jason Thompson added 12 each. The Kings overcame a dismal second quarter and steadily pulled away, outscoring Portland by 19 points in the second half.
LaMarcus Aldridge had 17 points and 10 rebounds and J. J. Hickson added 14 points and 15 rebounds for the Trail Blazers. Wesley Matthews scored 14 points, but suffered a left hip contusion and did not finish the game.

subset: commoncrawl


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UK shipping charges depend on the value of your order:
Deliveries to UK mainland are sent by courier on a next business day service; orders placed before 2.30pm will be despatched the same day.
This is a summary of our returns policy. For the full details, please see our terms and conditions.
You can choose within 14 days of receipt to return items you have bought, without needing an excuse, for a full refund as long as they are unused and the retail packaging is undamaged - so that the item is resellable as new. You pay the return postage. Please make sure to package the item properly so that it arrives undamaged and without stickers on the retail box. Please contact us first so that we know it's coming.
If you believe the goods are faulty please contact us first so that we can trouble-shoot before returning and to organise the postage.


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cif(redirected from 16CIF)
Also found in: Dictionary, Legal, Acronyms, Encyclopedia.
Cost, Insurance and Freight
A CPT involving ocean freight. In a CIF, the seller is responsible for paying for shipping and providing a minimum amount of insurance coverage up to the named port of destination, while the buyer is responsible for the transportation risk beyond the minimum coverage as soon as the good or product is loaded onto the ship. Legally, risk transfers when the good or product crosses the outer rail of the ship. A CIF is similar to a CFR, but also requires the seller to provide minimal insurance. See also: Incoterm.
Customer Information File
A file a bank keeps on each of its account holders and other clients. It contains information on account balances, outstanding loans, assets and so forth. It is updated frequently to ensure correct information.


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State Accredited Class for Real Estate Brokers
Want to help your senior clients through relocating and downsizing and still have time to focus on the real estate transaction? Learn how to streamline the "Transition of a Lifetime."
Transition of a Lifetime
Transition of a Lifetime
Supporting the Senior Client
3 Continuing Education Credits
Monday, February 25 – SKCR in Bellevue, WA
A senior downsizing move can be the most complicated move of a lifetime. It can be overwhelming for the Broker as well.
Have you ever met with a client whose home you'd love to list, but..
- You can't list it until you stage it.
- You can't stage it until you update it.
- You can't update it until they have moved out.
- They can't move out until they have chosen a retirement community to move to.
- But they called you first to find out what their house is worth so they know their budget?
Learn how to provide the solutions your client needs WITHOUT getting bogged down in the process yourself.
Katie Munoz is a professional organizer, humorist, co-author of "Get Organized Today," and owner of Moving Forward Inc. For over 12 years Moving Forward has been helping seniors and others relocate and downsize with ease.
Monday, February 25, 9:30 AM – 12:30 PM
SKCR –12410 SE 32nd Street, #100, Bellevue, Washington 98005
$25 SKCR Members, $35 Non-members
Register at: SKCR


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Estate Objects
Unknown (Furniture maker)
Bequest of Henry Francis du Pont
Unknown (Furniture maker)This record is to be used when the maker of an object is unknown.
Text available soon.
Press Room | Site Search | EmploymentVolunteer | Newsletter Signup | Suggestion Box
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The U.S. Bureau of Reclamation (USBR) has awarded West Basin Municipal Water District a $296,250 grant to replace more than 1,300 water wasting toilets in its service area with high-efficiency toilets.
To achieve maximum water savings, West Basin will target high-rise office buildings and hotels, but small businesses may also qualify.
West Basin's Business Conservation Program began in 2009 with support from the California Department of Water Resources, initially funding 500 toilets, 500 faucets and 300 urinals. Some buildings in West Basin's service area have had new urinals and faucets installed, but to complete their water-saving retrofit, the toilets still need to be replaced. The USBR grant will help to complete these retrofits-in-progress and support the water-efficiency efforts of additional businesses in West Basin's service area.
Marriott has plans to reduce its energy and water consumption by an additional 25 percent per available room by 2017. In the Torrance Marriott, all 473 in-room toilets have been replaced as well as those in the lobby, saving 7 million gallons per year.
According to Dennis Keefe, director of engineering, "This program has been so successful with Torrance Marriott that we're hoping to implement the same program with Manhattan Beach Marriott." Keefe continued, "The water savings is helping to achieve Marriott's ambitious sustainability goals, as well as helping our bottom line, and West Basin has made it easy for us to accomplish our goals."
Funding for the Torrance Marriott retrofit has also been provided by Metropolitan Water District, Cal Water Service Co. and the Water Replenishment District.
With urinals and faucets installed, the 1960 Grand office building in El Segundo is another business that now just needs 71 toilets to complete its water-saving retrofit. The entire retrofit will help 1960 Grand save an estimated 2 million gallons of water each year.
Total water savings to be achieved through West Basin's Business Conservation Program is nearly 30 million gallons a year. This is one of many water efficiency projects that will help West Basin achieve its Water Reliability 2020 goal to double its water conservation savings and cut its dependence on imported water in half by the year 2020.


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Contact Us
- Toll-free: 800-533-8095
- 702 Terrace Heights
Winona, MN 55987-1320
- Questions or comments?
A fun cartoon detailing the life of Pope Francis.
The video "The Day of the Dead," available on YouTube (3:49), offers a good overview of the Mexican celebration for the "Day of the Dead" activity on day 4.
The video "C4: Ignite Your Catholic Faith—What Are the Marks of the Church?" is available on YouTube (3:32), and is used for the "On Your Marks" activity on day 1.
The video "Introduction to the Liturgy of the Eucharist," by dioceseofstpete, available on YouTube (1:50), offers an overview of material presented in the Handbook. It is especially helpful for day 1, but would be effective on any day.
The video "Precepts of the Church," by Saint Mary's Press, available on YouTube (0:51), is an option for day 4.
This is a description for an art project where students express the relationship between Sacred Scripture and Sacred Tradition.
This handout provides a chart for students to list key relationships that are from their church, community, family, and friends.
This handout breaks down the Nicene Creed line-by-line and gives each a brief explanation and commentary.
This handout lists 26 objectives of the ideal church as presented in Romans, Chapter 12
Correlation to Curriculum Framework Course IV: Jesus Christ's Mission Continues in the Church from The Church: Christ in the World Today.
A personal story about discovering how Catholicism is truly universal.
A personal story about seeing the Church as a wise elder sitting on a porch.
A scripture passage from the Gospel of Luke about Martha and Mary is read along with a commentary, and is followed by large group discussion questions.
A list of discussion questions from the video Sr. Thea: Her Own Story.
A reflection worksheet and class discussion on the video Gang Busters: One Man's Mission to Stop Bullets by Creating Jobs.
A brief video on Pope Francis.
A short explanation of John 3:16, discussing justification by faith versus salvation as a gift.
A video on the order of the universe.
A short video about the theological and scientific views on creation.
A brief explanation of God's presence, or lack thereof, in Purgatory and Hell.
A video explaining the assassination attempt on Pope Saint John Paul II's life.
A short video on the virtue of faith.
A brief discussion on Purgatory, and if it is a physical place.
A reading taken from the Vatican document "The Message of Fatima", published by the Congregation for the Doctrine of the Faith. The author is Cardinal Joseph Ratzinger, who later became Pope Benedict XVI.


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Every amateur golfer hates hitting out of a green side bunker. More often than not people just do not understand how to get the ball out of the sand and this leaves them hacking away unsuccessfully. The truth is most bunker shots are quite easy when the right technique is used. All too often amateur golfers hack down at the ball and the club stops in the sand. This may occasionally work but will often lead to a chunk and yet another shot out of the same bunker. When playing bunker shots the key is to accelerate through the ball. The club should enter the sand just behind the ball and slide under it. This will ensure the ball pops out and gets onto the green.
There is an easy drill to practice bunker shots that will help with the visualization along with technique:
When you are in the practice bunker take a tee and bury it in the sand until it is even with the sand. Place a ball on the tee and work on sweeping the tee out from under the ball. If this is done correctly the tee should break and the ball will come out softly. The key is to accelerate through the ball and finish the swing. Practice this on a regular basis and green side bunkers will no longer be a problem.


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Nesting awful songbirds Avril Lavigne and Nickelback's Chad Kroeger are currently in the pre-honeymoon phase of their engagement, that magical time couples spend merging their horrible CD collections, screenprinting skulls on each other's clothes, and blissfully blocking showbiz news sites together. But soon it will be time to take their love public in the most Avril Lavigne-and-Chad-Kroeger-from-Nickelback way possible, besides riding into the Mall of America astride a giant parade float resembling a hand throwing up devil horns: Lavigne will cover Nickelback's breakout 2001 single "How You Remind Me" for the soundtrack of the upcoming One Piece Film Z, a film that stars other, non-Avril Lavigne anime creations.
As fans and people who were forced to look up the song in order to write about it will remember, "How You Remind Me" was written by Kroeger about his dysfunctional relationship with an ex-girlfriend. But fortunately no one pays attention to the lyrics of Nickelback songs, and no one involved in this generally thinks about things. Lavigne is also recording a version of Joan Jett's "Bad Reputation" for the film; she is not marrying Joan Jett, though, so it will be slightly less meaningful.


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We all know one, or you may even be one, and if you were blessed to be raised by one, then you know exactly what I am talking about. You know, a mom—otherwise known as mommy, momma, mother, and a slew of other nicknames that come with her role.
Some of these moms are different, though. Not all may be flesh and blood. Some adopt, some took on roles to be a team mom, and some may care for 4-legged creatures. While it doesn't matter what kind of mom they are, they all deserve to be celebrated.
One of the neatest things to watch is someone become a new mom. The instant change of realizing how much love there is to give and how your heart hurts with happiness is indescribable.
May is the month we celebrate mothers, and though I mention not all moms are the same, one thing they have in common is LOVE! We celebrate all moms for giving birth, feeding, clothing, playing, crying with and for you, and loving you through good times and tough times.
To those who have lost your mother, my heart hurts for you, and I send my deepest condolences to you. Please know there are resources out there for you, like this.
I hope you are able to remember the special times and celebrate her. There is an unspeakable bond between a mother and child, and the idea of losing that is simply devastating.
Please remember this Mother's Day to tell those moms you know just how special they are. Take a little extra time out of your busy schedule to plan ahead and treat them with the love and care they've treated you with for you all those years. There is really no one like a mother.
Happy Mother's Day to all you moms out there!
Morgan Gunder is a community and broker liaison for Reid Health Alliance. Born in the South and raised in the Midwest, she is a wife and mother with a passion for traveling, learning, and technology.


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Several of you have written in that Rent-A-Dildo.com is a fake, and was featured on Museum of Hoaxes as far back as 2005.
And, I must admit, you are right. I looked into it, and discovered that (as suggested on Museum of Hoaxes) when you try to join, or click on the button for a free trial, you are informed it doesn't exist.
So, I'm sorry. I guess I should have looked into it further. I am now fully admitting my error to all, as I try to be a responsible blogger (are we considered journalists of some sort? I doubt it).
On the one hand I'm glad to know such a gross, disease-spreading, business idea doesn't really exist. But there is also a vague sense of sadness in knowing that I got taken, and that the entrepreneurial spirit isn't quite as unlimited as I thought.
And to the unknown person who set the site up to see how many suckers would believe it, I admit that you got me.


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The Everything Online Genealogy Book: Use the Web to Discover Long-lost Relations, Trace Your Family Tree Back to Royalty, and Share Your History with Far-flung Cousins
Adams Media Corporation, 2000 - Reference - 288 pages
Millions of people have begun their ancestral quest by interviewing older relatives and collecting family documents. But what do you do when those resources run dry? Go to the Internet where you can:
-- Learn about the places your ancestors lived
-- Write to others who are researching the same names
-- Share old family photos and documents online
-- Chat with other genealogists
-- Subscribe to free online e-zines
-- Get advice on documenting your sources
-- Discover where to take free and low cost online genealogy classes
-- Search library catalogs before you get there
-- Avoid the pitfalls of online research
With The Everything Online Genealogy Book, you've got a friend in genealogy!
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I also have to say that the sales today were amazing. I checked the local Target twice today, once at opening and again this afternoon, the pegs were bare after being loaded this morning, same goes for my neighborhood TRU. They were emptying at least 10 more cases this afternoon at TRU
Congrats evenflow.
My wife let me head off to Wal Mart on Saturday and I went nuts! I filled my cart wqith all I could find. But then I started looking at them a little closer and put back R2-D2 and Yoda. My Wal Mart only had 1-28 No Jedis around. I got my unleashed as an earlty Birthday present. Weee!
I went specificaly with freinds who weren't avid collectors, so that was really fun.
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Posts Tagged Fort Lauderdale-Hollywood International Airport
Fort Lauderdale FLL Airport Shooting Hoax
Posted by TheDudeDean in Urban Legend on January 9, 2017
Fort Lauderdale Shooting Hoax! Hollywood FL Airport Shooting Hoax Coded 66–Press Conference Slipups! Ft Lauderdale Shooting HOAX! WHY NOW? Goals of FLL Airport FALSE FLAG (Actor 'Esteban Santiago') BUSTED!!! Crisis Actor Playing 2 Roles in Fort Lauderdale Airport Shooting HOAX! 100% CONFIRMED HOAX! FT. LAUDERDALE AIRPORT SHOOTING – SET-UP FOR GUN LAW VOTE Fort Lauderdale […]


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Returns, Refunds & Cancellations
Our goal is to ensure complete satisfaction with our products. We take great care in packaging your order for a successful delivery but unfortunately accidents can happen. Should any product arrive damaged or imperfect, please review the returns forms included with your order and choose the required option. If you have any questions please feel free to contact one of our friendly Customer Service Advisors on +44 (0)1782 282651 (9am to 5pm GMT, Monday to Friday).
In the unlikely event you do not wish to keep a product after it has arrived, you have 30 days from the delivery date (Please Note: this has now being extended to 100 Days for piece of mind in these unprecedented times) to return the unused product - in some cases, at your own expense (See Terms and Conditions) - to us in its original condition, using the return form and return label included with your order. Alternatively, please contact our Customer Service advisors to see if we can arrange a courier pick up at a time to suits you - this option is available in certain circumstances so please contact us for more information.
Upon receipt of the product(s) in the original condition, we will issue a refund within 14 days for the amount charged for the product to the credit card used to place the order.
For your protection, we recommend that when returning products back to us you use a recorded delivery service i.e. a service that provides a tracking. Except in instances where the item delivered was in error or was faulty or damaged, the customer is responsible for the expense of returning the goods to us. THIS DOES NOT AFFECT YOUR STATUTORY RIGHTS. Additionally, we cannot provide credit for packages lost during return shipment if proof of delivery is unavailable.
Refund Restrictions
Any delivery costs related to the original order will not be refunded unless the item is damaged or imperfect. Where the delivery of an order is refused by the customer, we may deduct from the refund both the original delivery cost plus the cost of returning the goods to our warehouse.
In the case of returning "bonus" products (i.e. free gifts, a gift with purchase, bonuses, etc...), refunds or store credits will only be issued for the value charged (if any) for the item on the original order.
For example: If you received a free product with a £50 order, returning the free product alone will not result in any credit. Similarly, if a purchased product that included any "bonus" products is returned, the bonus products must also be returned in order to receive a credit for the purchased product.
Order Cancellations
Please provide Fiskars with written notice by registered post to Fiskars UK Ltd, eCommerce Customer Service, Wedgwood Drive, Barlaston, Stoke-on-Trent, Staffordshire, ST12 9ER, England or by email to [email protected], in each case within the statutory cooling-off period and giving details of the items ordered, and (where appropriate) their delivery date and the date of receipt of the item(s). For customers in the EU only, you may choose, but are not obliged, to use the model cancellation form below to notify Fiskars UK Ltd that you wish to cancel your order. If you choose to do so, please follow the instructions on the form.
Modal Cancellation Form
Please copy and paste the form below, complete the details and return the form either by registered post to Fiskars United Kingdom Ltd, eCommerce Customer Service, Wedgwood Drive, Barlaston, Stoke-on-Trent, Staffordshire, ST12 9ER, England or by email to [email protected]
To: Fiskars UK Ltd, eCommerce Customer Service, Wedgwood Drive, Barlaston, Stoke-on-Trent, Staffordshire, England, ST12 9ER. Tel: +44 (0)1782 204141, Fax: +44 (0)1782 204402, Email: [email protected]
I/We [*] hereby give notice that I/We [*] cancel my/our [*] contract of sale of the following goods:
(Please insert order number)
Ordered on DATE and/or received on DATE [*]
Name of consumer(s):
Address of consumer(s):
Telephone of consumer(s):
Signature of consumer(s) (only if this form is notified on paper):
Note: [*] Delete as appropriate.
If you exercise your right of cancellation after the item has been shipped, please replace the item securely in its original packaging and return it to us with your shipping note.
This is not a full statement of your rights under applicable distance selling legislation or under any statutory consumer protection laws applicable in your country of residence.


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Contact Us
If you have a news story or a fantastic city garden you'd like to tell us about, then we'd love to hear from you. Please email firstname.lastname@example.com or call 020 7424 5835. If you have any problems using the website or you have any general questions about The City Planter, please email firstname.lastname@example.com.
If you'd like to contribute to The City Planter, then please email story pitches to firstname.lastname@example.com.
For any other enquiry, please email email@example.com.


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- Home /
- Holland Bar Stool Philadelphia Flyers 4" Cushion Seat Swivel Bar Stool
Philadelphia Flyers Logo Cushion Seat Swivel Bar Stool
Made for the ultimate sports fan, impress your buddies with the knockout 4" Philadelphia Flyers Logo Cushion Seat Swivel Bar Stool from Holland Bar Stool. You can't find a higher quality logo stool on the market. If you're going to finish your bar or game room, do it right - with a Holland Bar Stool.
- Single-ring base
- 4" commercial grade vinyl cushion
- Cushion finished with accent beading
- Detailed screen print process applies specially formulated epoxy-vinyl ink in numerous stages to produce a sharp, crisp, clear image of your desired logo
- Finished with a epoxy-polyester powder coat, providing a durable, long lasting finish
- Construction of this framework is built tough, utilizing only solid mig welds
- Made in the USA
- 5 year residential structural frame warranty
- Lifetime warranty on swivel.
- 1 year limited warranty on seat cushion
With over 25 years of experience in the furniture industry, Holland Bar Stool Co. was founded on the principles of fine quality, craftsmanship, and service. As an industry leading manufacturer of upscale, commercial quality bar stools, tables, and chairs, they use the finest high-quality plating grade steel and hardwood to produce our products. HBS distances themselves from competitors by building their products with care and thought. HBS prides themselves on having tough, durable products that are known for their quality. If you're finishing your bar or game room with a new stool, chair, or table, then do it right - with a Holland Bar Stool.Diameter:
|Country of Manufacture
|free shipping
Use spaces to separate tags. Use single quotes (') for phrases.
Design CenterOn All Items
Website Design byWWW.WEBDESIGNBEAST.COM


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People use credit cards for the convenience of cashless transactions. But what most people do not realize is the amount of debt that they incur once they fail to pay their debts on time. This is where credit management services come into the picture.
There are two good things about hiring credit management services. One is that these services are similar to a debt consulting firm. They provide customers with professional advice on how to manage debts and limit their spending with credit cards. The other is that these services do debt consolidations. If one has multiple creditors, the services combine these debts into a huge sum to pay up in installments. That way, the customer is spared the further inconvenience of paying to several lenders.
To further break down credit management services, here are some of the other things that they do for the customer:
A. The agencies appeal to the creditors on behalf of the borrower. The appearances may be a reduction in interest rates or waiving of certain fees such as late fees.
B. Credit management services also help up in improving a customer's credit standing. When they properly guide a borrower in managing debts, the customer can pay up sooner or in a less period, therefore helping restoring a good credit score.
C. Filing for bankruptcy, although an ultimate contingency plan, is not an advisable one since this reflects as bad credit to a customer.
Customers nowdays are well aware of the impending credit management problems that face. With credit management agencies, borrowers can now be prudent enough not to let their debts pile up.


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The management here at Bearville Insider just wanted to give you all a quick reminder that the Bearville Zoo will have open access from September 2-11. That means that everyone can get in, VIB or not! Be sure to check it out when you get the chance as the doors open today! All of those who visit the Zoo will also receive a free Topiary Lion which will look great at your Cub Condo!
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text: Back to results Scroll Items 3081 of 13255 Main view Reverse (sample size) Signature Giftbox with Each Frame Product Details MUSEUM GALLERY is a petite rendition of the full size wall portraiture seen in fine art collections. Create your own visions Each Elias Artmetal® frame makes a statement of style, luxury and beauty. Crafted in 18kt Museum Gold over fine silver for a warm, luxe look. Displays a 9"x12" print without its included mat; a 8"x10" with mat.. Glare resistant glass lens. From the Elias Artmetal® collection, offered exclusively at fine jewelers and SendAFrame. SendAFrame proudly stocks the entire Elias picture frame series, factory fresh, for your shopping convenience. To view the complete collection, visit: Elias Artmetal® Collection MUSEUM GALLERY 18kt Gold Vermeil over Fine Pewter 9x12/8x10 frame by Elias Artmetal® Model #05327791 $388.00 This item can be expected to ship by 08/20/2020. Order now by clicking ADD TO CART (below); you are only charged when we actually ship. Or, Click here to be automatically notified when it comes back in stock. Your Price Match is Active Your request for a price of $0.00 for a minimum quantity of has been accepted. You have [time] left to purchase this item for $0.00 Find a Lower Price? We BEAT All Authorized Retailers [?] Brand: Elias Artmetal® Displays: 9"x12" Orientation: Both Material: Gold vermeil (fine) Display Type: Desktop Only Color: Gold This item ships in its own box Buy More - Save More * Add this item to your cart for the full details of this promotion. Conditions may apply. SHARE THIS ITEM Share on Facebook View more items Same Size, Different Look Different Size, Similar Look Tags - Similar Searches Same Size, Different Look Different Size, Similar Look Tags - Similar Searches 9"x12" - /8x10 BIBLIOTHEQUE Gold - $356.00 9"x12" - /8x10 ROSES Gold - $388.00 9"x12" - /8x10 JULIETTE Gold Vermeil - $398.00 9"x12" - /8x10 GARDEN FLOWERS Gold - $395.00 3"x4" - MUSEUM GALLERY Gold - $86.00 4"x6" - /3x5 MUSEUM GALLERY Gold - $124.00 5"x7" - /4x6 MUSEUM GALLERY Gold - $158.00 8"x10" - /7x9 MUSEUM GALLERY Gold - $244.00 Elias ArtMetal Vintage Antique Wallet size


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Motion Graphics | WIG232 | Released: 08/25/16
Motion Graphics, the solo project of NY based electronic artist Joe Williams, announces its debut with a self-titled LP out August 26th on Domino. Created over a two year period between NY, LA, & Baltimore, Motion Graphics is a unique and compelling collection of richly detailed widescreen compositions, inspired in part by the ambient sound effects of digital menu systems that decorate today's auditory landscape. Creating custom randomized software instruments, Williams' mimics the erraticism of the Twitter timeline and the aggregated news feed, while incorporating elements of techno-pop and jazz, sequenced through the superhuman capabilities of a computer. Motion Graphics is an ambitious debut from an artist adept at manipulating the sounds and digital tools ubiquitous to the everyday.
Williams currently serves as a core member of Future Times' Maxmillion Dunbar's ongoing Lifted ensemble. Williams' productions can be heard on Baltimore-based Co La's Moody Coup LP and on Williams' original score for 12 O'Clock Boys, a feature-length documentary on the notorious dirt bike riders of Baltimore's Westside.
1. Lense
2. Airdrop
3. Houzzfunction
4. Anyware
5. Minecraft Mosaic
6. Vistabrick
7. City Links
8. Forecast
9. Mezzotint Gliss
10. Softbank Arcade (Swiftcode Version)
WIGLP232 | Out nowAdd to cart: $18.00
The LP is housed in a standard jacket containing a printed inner sleeve and hologram sticker. Comes with MP3s.
WIGCD232 | Out nowAdd to cart: $12.00
Includes a 10 inch poster


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FOXBOROUGH, Mass. – Shalrie Joseph marked his return to Gillette Stadium by spurring a three-goal comeback to lift Chivas USA to a 3-3 draw with New England on Wednesday night.
Saër Sène scored twice either side of a Rauwshan McKenzie own goal to stake the Revs to a seemingly comfortable three-goal lead inside the first 21 minutes. Joseph tallied twice before halftime to cut deeply into that advantage before Miller Bolaños completed the recovery two minutes after the interval by bundling home Casey Townsend's knockdown at the far post.
New England appeared to place the outcome of the match beyond doubt by taking advantage of Chivas USA's defensive instability to score three times inside the first 21 minutes.
OPTA Chalkboard: Revs go Route 1, Chivas has answers
Sène scored the first of his two goals of the evening from a direct piece of play after just four minutes. Revolution defender Chris Tierney thumped a long diagonal from back to front to place the Red-and-White back four under immediate duress. The pressure proved too great to bear as Sène lashed home inside the far post after McKenzie failed to clear.
McKenzie doubled the Revolution lead in unfortunate fashion seven minutes later. Kelyn Rowe reached the byline and slotted his cross into a dangerous area toward Jerry Bengtson. McKenzie diverted the ball on the way through and watched as it found its way past the helpless Dan Kennedy.
HIGHLIGHTS: NE vs CHV
The deficit increased ten minutes later as Sène nabbed his second goal of the game and his 11th of the campaign. He picked Joseph's pocket on the edge of the penalty and uncorked a swerving shot past Kennedy to make it 3-0.
Instead of folding up shop, Chivas USA responded quickly and ultimately pegged the Revs back early in the second half.
Joseph started the comeback two minutes after the third goal from a set piece. Nick LaBrocca provided an inviting service from a corner kick and Joseph rose highest to nod home his second goal of the season.
The former Revolution captain sliced the deficit further in first half stoppage time with a stunning finish from 24 yards. Joseph collected a neat little pass from curled his effort inside the far post to send it to the half at 3-2.
Bolaños completed the comeback two minutes after play resumed as the Revs were caught out by a throw-in for a third consecutive match. Agudelo latched onto James Riley's throw and served a ball toward the far post. Townsend nodded the cross down at the far post for Bolaños to thump home his third goal of the season, making it 3-3.
Both sides went close to claiming all three points in the following period without finding a way through. Revolution goalkeeper Matt Reis kept his side in the game with a fine double save after 62 minutes, while Rowe hit the crossbar three minutes later with a header. Kennedy did well to block substitute Benny Feilhaber's effort in the 67th minute to ensure the teams settled the match with an improbable share of the points.
The tie extended Chivas USA's (7-10-7, 28 points) winless streak to four games. They're back in action Sunday at San Jose.
New England's (6-14-6, 24 points) winless drought stretched to nine matches. They'll host Philadelphia Saturday.
MLSsoccer.com Men of the Match
|What We Saw
|Saer Sene
|Finally got back in the box on the first, and deserved the goal. The second was simply from knocking at the door often enough.
|Juan Agudelo
|When he was involved Chivas' attack was humming. Showed great patience and vision throughout, and worked hard tracking back, too.
|Shalrie Joseph
|The second goal will go on his all-time highlight reel, but the giveaway for Sene's second is inexcusable. More good than bad, though.


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John Keats
John Keats (31 October 1795 – 23 February 1821 / London, England)
» Click to list general statistics » OR, select a date :
Endymion (Excerpts)
From BOOK I
A thing of beauty is a joy for ever:
read more >>
- Hits: Number of visitors who read the poem on the given date.
- Posts: Number of visitors who posted the poem to a friend (via e-mail) on the given date.
- Dates that have "0" hits may not be shown on the list.
- Dates, poems and poets that have "0" hits may not be shown on the list. Statistics are generated daily.


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By By Andrew Drwiega | March 1, 2011
Send Feedback
Eurocopter officially opened its North Sea support and service center on February 1 in Aberdeen, Scotland. The complex represents a £10 million investment by Eurocopter and took two-and-a-half years to complete. It covers 53,820 square feet (5,000 square meters).
The manufacturer designed the center with expansion in mind, and there is space for a second simulator (possibly an EC175 sim) alongside the existing EC225 full flight simulator, which has already been booked for a minimum of 1,000 hours in its first year.
Markus Steinke, managing director of Eurocopter UK, said that the service center will support Eurocopter's three main customers in the oil and gas industry located in Aberdeen—Bond, Bristow and CHC, although it is not exclusive to those companies.
"Eurocopter is proud to be the leading supplier of offshore helicopters [to] the North Sea sector," said Steinke, adding that "exactly 100" were currently operating in the region—45 from Aberdeen, 11 from other sites in the UK, 31 are located in Norway, eight in the Netherlands and the remaining five in Denmark. Of these 100 helicopters, 84 are directly involved in oil and gas operations, while the remaining 16 are declared search and rescue (SAR) assets. Steinke said that the type mix is broken down accordingly: "24 helicopters are from the Dauphin product range and 76 from the Super Puma/EC225 ranges with the main helicopter being the EC225, with 28 machines."
In opening this facility, Eurocopter has invested not only in today's oil and gas industry but has an eye on the future, not only in terms of the new EC175, but also the wider energy industry future—specifically the development of wind farms. Steinke said that Denmark, Germany and the UK are generating the wind farm idea in and around the North Sea. "Our estimate for this country [UK] for the end of the decade is that we will have 20 helicopters flying for wind farm support of different forms—close to the coastline with small helicopters, then larger ones further offshore working to a major hub."
Derek Sharples, Eurocopter's executive vice president, support and service, said after the opening: "Our EC225 helicopter program is our flagship... we are ramping up deliveries of the helicopter and have demand coming from other customers around the world. We will use this facility for the training of other customers—such as the Norwegians."
Sharples agreed that the Aberdeen facility could be seen as a blueprint for the future regarding Eurocopter's development strategy within the energy sector.
"This year we open the EC225 simulator here, the first EC225 simulator to open outside Marignane in France, although it is the 15th Eurocopter simulator worldwide and part of our strategy to be close to our customers."
He added that there were other projects to open EC225 simulators in Brazil, Malaysia and China, but gave no timeline. Eurocopter's UK business goes from strength to strength, according to Steinke: "In the UK we grew revenue by 25 percent last year and we have done this in spite of the crisis—the footprint in the UK has doubled since 2008."
Commenting on the downturn on sales across Eurocopter, he said that with the delivery of most of the police aircraft to the UK and with the formation announced of the new National Police Air Service, there would be a period of consolidation. However, he added that "half of this [police] fleet is maintained at Oxford. The civil business was not very good last year, with only two new helicopters... but the company is built on three pillars—defense, civil and service business—and we are able to grow and build on our competencies. It is a very healthy structure."
The last word on new aircraft prospects came from Sharples, who specifically talked about the EC175: "We have 14 orders from 14 customers for the EC175 and we are currently converting them into firm contracts—so expect announcements at HAI [Heli-Expo 2011]."
Built in cooperation with INDRA/Spain and featuring Eurocopter's simulation data package, the EC225 simulator is a full-motion system with six degrees of freedom, an instructor station, simulation of all systems and optional equipment solutions, avionics system and a replica of the EC225 cockpit. It features sound and vibration, and has a visual system field of view of 210 degrees horizontal and 80 degrees vertical, which exceeds the highest full flight simulator (FFS) Level B requirements. A 50-degree vertical field of view located below the horizon provides a 'look down' capability for SAR and night helideck landing training. The visual database features the airports, helipads, oil platforms and ships as experienced in the North Sea and is compatible with FLIR and night vision goggle (NVG) operations.


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With newly refreshed ISO/IEC 20000 alignment to ISO 9001 and ISO/IEC 27001, I thought it would be nice to have a set of more detailed information about relations between these three, all in one place.
For new people here:
- ISO 9001 is a Quality Management standard
- ISO/IEC 27001 is an Information Security norm
- ISO/IEC 20000 is dealing with Service Management. It was developed on ITIL V2 basis and is now in a second edition. Have a look at posts:
If a company already adopted a Quality Management mindset from 9001, then going either for 27001 (Information Security Management) or 20000 (Service Management) is a natural thing. Usually the order of implementation is determined by local market demand and governmental regulation of the core business (Financial organizations, Service providers, military...).
Implementation of ISO/IEC 27001 brings a significant market advantage to a Service Provider, since it is often a requirement in tenders, especially in European countries. It will make you care about security, both yours and of your customer. In the beginning it will feel a bit restraining, but for a good reason. It will significantly reduce risks of losing contracts due to information security reasons.
ISO/IEC 20000 requires a broad specter of implemented processes, but if you are a service providing organization with some experience and knowledge of ITIL (could it be otherwise?), then it shouldn't be a problem. It will only make you define neglected or less cared for aspects and Service Management processes.
Here is a simple diagram I use in presentations to communicate a quick win-win feeling to the audience:
|How ISO 9001, 27001 and 20000 overlap
And here is a table of more detailed relations.
|ISO 9001 - ISO/IEC 27001 - ISO/IEC 20000 Mapping
This is still a working version of the table, but still pretty usable. Hope you enjoy it. If it displays too small for you when clicked on, you can copy it with rightclick and paste it to your favorite text or picture editor. Or, click here on my Google pages.


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School counselors are strategically positioned to help students in developing strategies to deal with educational, personal, and social challenges that may interfere with the educational process. To respond to the challenges of the DoDEA Strategic Plan, DoDEA is implementing a Competency-Based Counseling Program (CBCP) under the authority of DS 2946.1 in all schools. To meet the needs of all students today and tomorrow, the CBCP provides a balance of direct and indirect services and activities.
For more information and specific counseling services please click on the KHS Counselor's Corner link below:


text: On Thursday December 13th, three members of the Platypus team George, Abhinav, and David conducted our first High School training with Shadyside Academy. George and Abhinav went over the basics and we then proceeded to nearby Squaw Run Park for on the water training. All said, the training went extremely well. The boat even managed to break through some morning ice that was approx 1/4 inch thick! Shadyside Academy has a demo boat to utilize prior to getting their new boat which is in production now.


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Monday FORUM, 9-12-11: Skepticality--"Extreme Fear"
"Skepticality" is a frequent podcast produced by The Skeptics Society, founded by professor and author Michael Schermer. Fear is a complex and a mysterious force that can, at times, sabotage our ability to think clearly, drive us to blind panic, or give us seemingly superhuman speed, strength, and powers of perception. In this episode, host Derek Colanduno talks with author and daredevil Jeff Wise, contributing editor for Popular Mechanics and Travel + Leisure about his latest book, "Extreme Fear: The Science of Your Mind in Danger," which recounts Jeff's "I'll Try Anything" adventures as well as the science that illuminates the complexities behind our body's responses to fear.


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2020 Mazda Miata RF Grand Touring RWD Soul Red Crystal Metallic
26/34 City/Highway MPG
New 2020 MazdaMazda MX-5 Miata RF Grand Touring Convertible
- Stock: M20065
10 views in the past 7 days
- Fuel Economy
- 26.0/34.0 mpg City/Hwy
- Exterior Color
- Soul Red Crystal Metallic
- Interior Color
- Black
- Body/Seating
- Convertible/2 seats
- Transmission
- 6 speed manual
- Drivetrain
- rear-wheel
- Engine
- 2.0L I-4 cyl
Mazda Mazda MX-5 Miata RF
Highlighted Features
- Navigation system
- Lane departure
- Leather upholstery
- Automatic temperature control
- Emergency communication system
- Wireless phone connectivity
- Power convertible roof
- Exterior parking camera rear
Detailed Specifications
- 1-touch down
- Air conditioning
- Auto-dimming rearview mirror
- Automatic temperature control
- Driver vanity mirror
- Emergency communication system: MAZDA CONNECT
- Front beverage holders
- Garage door transmitter: HomeLink
- Illuminated entry
- Navigation system
- Passenger vanity mirror
- Power windows
- Proximity key: doors and push button start
- Remote keyless entry
- Speed control
- Telescoping steering wheel
- Tilt steering wheel
- Alloy wheels
- Four wheel independent suspension
- Front anti-roll bar
- Front tires: 205/45WR17.0
- Power steering
- Rear anti-roll bar
- Rear tires: 205/45WR17.0
- Speed-sensing steering
- Sport suspension
- Tires: performance
- Wheel size: 17"
- 1st row LCD monitors: 1
- AM/FM radio: SiriusXM
- Primary LCD size: 7.0"
- Radio data system
- Satellite radio trial duration with new vehicle purchase (months): 3
- Smart device integration: Android Auto/Apple CarPlay
- Speaker type: Bose
- Speakers: 9
- Steering wheel mounted audio controls
- Wireless phone connectivity: Bluetooth
- Basic warranty: 36 months/36,000miles
- Corrosion perforation warranty: 60 months/ unlimited distance
- Powertrain warranty: 60 months/60,000miles
- Roadside assistance coverage: 36 months/ unlimited distance
- Front center armrest
- Front seats: bucket
- Heated front seats
- Leather shift knob
- Leather upholstery
- Max seating capacity: 2
- Sport steering wheel
- Cylinder configuration: I-4
- Drive type: rear-wheel
- Engine liters: 2.0
- Engine location: front
- Fuel economy city: 26mpg
- Fuel economy combined: 29mpg
- Fuel economy highway: 34mpg
- Fuel tank capacity: 11.9gal.
- Horsepower: 181hp @ 7,000RPM
- Limited slip differential: mechanical
- Number of valves: 16
- Recommended fuel: Premium Unleaded
- Torque: 151 lb.-ft. @ 4,000RPM
- Transmission: 6 speed manual
- Variable valve control
- Auto-dimming door mirrors
- Bumpers: body-color
- Convertible hard top
- Convertible roof lining
- Convertible roof wind blocker
- Door mirrors: body-color
- Glass rear window
- Heated door mirrors
- Power convertible roof
- Power door mirrors
- Rear cargo: trunk
- Tailpipe finisher: chrome
- Compression ratio: 13.00 to 1
- Curb weight: 1,112kg (2,452lbs)
- Engine bore x stroke: 83.5mm x 91.2mm (3.29" x 3.59")
- Engine displacement: 2.0 L
- Engine horsepower: 181hp @ 7,000RPM
- Engine torque: 151 lb.-ft. @ 4,000RPM
- Exterior body width: 1,735mm (68.3")
- Exterior height: 1,245mm (49.0")
- Exterior length: 3,914mm (154.1")
- Front headroom: 935mm (36.8")
- Front hiproom: 1,321mm (52.0")
- Front legroom: 1,095mm (43.1")
- Front shoulder room: 1,326mm (52.2")
- GVWR: 1,298kg (2,862lbs)
- Interior cargo volume: 127 L (4 cu.ft.)
- Interior maximum cargo volume: 127 L (4 cu.ft.)
- Turning radius: 4.7m (15.4')
- Wheelbase: 2,309mm (90.9")
- Auto high-beam headlights
- Blind spot: Blind Spot Monitoring (BSM) warning
- Delay-off headlights
- Display: analog
- Exterior parking camera rear
- Forward collision: Smart City Brake Support (SCBS) mitigation
- Fully automatic headlights
- Lane departure: Lane Departure Warning System (LDWS) warning
- Low tire pressure warning
- Outside temperature display
- Rain sensing wipers
- Rear collision: Rear Cross Traffic Alert (RCTA) warning
- Rear window defroster
- Tachometer
- Traffic sign information
- Trip computer
- Variably intermittent wipers
- 4 wheel disc brakes
- ABS brakes
- Brake assist
- Dual front impact airbags
- Dual front side impact airbags
- Electronic stability
- Ignition disable
- Occupant sensing airbag
- Panic alarm
- Traction control
Dealer Notes
KBB.com Consumer Reviews
- 5.0
Miata # 4....and the best one yet!
By Dano on Wednesday, June 26, 2019This is my 4th Miata. My 1st was an '01 BRG/Nardi SE, then an '08 GT PRHT, a '17 GT and now this '18 GT. I also owned 4 different Honda S2000s the years I didn't have a Miata in the garage. The '18 Miata is the best sports car I've owned. The '17 was just as good but we stumbled on an '18 in Snowflake Pearl with the cherry convertible top and had to have it. It was an impulse buy. Mazda has perfected the essence of "fun to drive" in the ND Miata! Years from now when most cars will be completely autonomous and the joy of "just driving" has been completely removed from the public's conscientiousness you may find yourself walking past an old man on a park bench, too old and senile to be behind the wheel of a car. That old man will have a smile on his face and a twinkle in his eye as he grips an imaginary steering wheel. Your eyes meet his and you stop in your tracks as he whispers something you can't quite make out. You lean closer to better hear what he's whispering...and then suddenly it's clear...you hear him say ZOOM ZOOM! That old man will be me...so smile back at me...and in the words of John Prine say "hello in there"...and then go to a museum and sit behind the wheel of a vintage Miata.
- 5.0
Great for small fun car
By blk_mx5_fla on Thursday, November 16, 2017Traded in my 2001 Civic for MX5 after I kicked the kids out of my house. Small, economical fun car. Very enjoyable to drive, even at legal speeds. Works well for 25mi commute. It does not get cold here, so I dont need to worry about snow, cold. Havent driven it in August, so I dont know how bad it would be to drive with sun beating down and 95F. Comments on comments Noisy: If you want a quiet car, get a Buick. Cup holders: If you want usable cup holders, get a minivan Storage and such: If you want storage, see comment on Cup holders. I havent rated reliability, Havent had the car long enough. Three nits: Golf clubs and trunk, yeah right! They do fit in the passenger seat though. AC control. When I turn the knob to full cool, the AC automatically turns on. I just want it to vent cool outside air when the top is down. Windows, When the windows are up and the top is raised, the windows lower to 2/3, therefore I have to close the windows fully after I put the top up. Recommendation is only for friends who want a small fun, sporty car.
- 5.0
A Present to Myself!
By TXMX5 on Monday, November 11, 2019I bought the Mazda MX5 as a second car. After the kids are grown and years of driving a SUV, I wanted to treat myself to something I had always wanted: a sports car. I had always liked the styling of the MX5 and I always wanted a convertible. I finally went to the dealership just to get a close up look and take one for a drive. Even getting that close to one made me smile. It is fun to drive it around town as I do errands. I love the way it handles. The retractable roof works great. It makes me happy just driving it!
New Arrivals
2020 Mazda CX-30 Preferred Pac…
- $28,200
Quick Specs
- Black Exterior
- 2.5L I-4 cyl Engine
2020 Mazda CX-30 Preferred Pac…
- $28,575
Quick Specs
- Black Exterior
- 2.5L I-4 cyl Engine
2020 Mazda CX-5 Grand Touring
- Please Call
Quick Specs
- Gray Exterior
- 2.5L I-4 cyl Engine


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Data/Guidance/Best Practices
This page provides an overview of data collection, guidance, and best practices.
Data Collection helps you assess the health of your process. Every process improvement effort relies on data to provide a factual basis for making decisions throughout the Plan-Do-Check-Act cycle. Data Collection improves your decision-making by helping you focus on objective information about what is happening in the process, rather than subjective opinions.
Guidance documents often define standards or expectations which are part of a rule or requirement. Guidance documents are also used to explain internal policies or practices to simplify an organization's interactions with other parties.
Best practices in project management are tried and tested processes collected from experiences and lessons learned. They've been repeated and improved to produce consistent outcomes. They are documented as examples, baselines and measures.