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Scholars' MineInternational Conferences on Recent Advances in 2004 - Fifth International Conference on RecentGeotechnical Earthquake Engineering and Soil Advances in Geotechnical Earthquake EngineeringDynamics and Soil Dynamics
Stuart K. HaighUniversity of Cambridge, Cambridge, CB2 1PZ United Kingdom
Recommended CitationGopal SP Madabhushi and Stuart K. Haigh, "Liquefaction Induced Settlement Of Structures" (May 24, 2010). InternationalConferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. Paper 5.http://scholarsmine.mst.edu/icrageesd/05icrageesd/session12/5
This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in InternationalConferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics by an authorized administrator of Scholars' Mine. Formore information, please contact firstname.lastname@example.com. LIQUEFACTION-INDUCED MOVEMENTS OF BUILDINGS WITH SHALLOW FOUNDATIONSJonathan D. Bray Shideh DashtiUniversity of California, Berkeley University of California, BerkeleyBerkeley, CA 94720-1710 Berkeley, CA 94720-1710
Seismically induced settlement of buildings with shallow foundations on liquefiable soils has resulted in significant damage in recentearthquakes. In Adapazari, Turkey multi-story buildings punched into, tilted excessively, and slid laterally on softened ground. Thestate-of-the-practice still largely involves estimating building settlement using empirical procedures developed to calculate post-liquefaction consolidation settlement in the free-field. This approach cannot possibly capture shear-induced and localized volumetric-induced deformations in the soil underneath shallow mat foundations. Geotechnical centrifuge experiments were performed recently toidentify the dominant mechanisms involved in liquefaction-induced building settlement. The centrifuge tests revealed thatconsiderable building settlement occurs during earthquake strong shaking. Volumetric strains due to localized drainage in response tohigh transient hydraulic gradients and deviatoric strains due to shaking-induced ratcheting of the buildings into the softened soil areimportant effects that are currently not captured in current procedures. The relative importance of each mechanism depends on thecharacteristics of the earthquake motion, liquefiable soil, and building. The initiation, rate, and amount of liquefaction-inducedbuilding settlement depend greatly on the shaking intensity rate (SIR) of the ground motion. Preliminary recommendations forestimating liquefaction-induced movements of buildings with shallow foundations are made. However, additional work is warranted.
The state-of-the-practice for estimating liquefaction-induced shaking during the August 17, 1999 Kocaeli (Mw = 7.5)building settlement relies heavily on empirical procedures earthquake. Many structures were also damaged by grounddeveloped to estimate post-liquefaction consolidation settlement failure due to liquefaction/cyclic softening of shallow silt andin the free-field, without the effects of structures (e.g., sand deposits. Ground failure was indicated by punching ofTokimatsu and Seed 1987; Ishihara and Yoshimine 1992). buildings into the ground, excessive building tilt with groundEstimating building settlement based on free-field, post- heave, and lateral translation of buildings over softenedliquefaction, reconsolidation volumetric strains neglects the ground. The occurrence of structural damage was found to beimportance of other mechanisms that could damage the related to the occurrence of ground failure (Sancio et al. 2002,structure and its surrounding utilities. Effective mitigation of the Bray et al. 2004, Sancio et al. 2004).soil liquefaction hazard requires a thorough understanding ofthe potential consequences of liquefaction and the building Most of the Adapazari is located over deep sediments (Sancioperformance objectives. The consequences of liquefaction, in et al. 2002) in what is a former Pliocene-Pleistocene lake. Theturn, depend on site conditions, earthquake loading lake sediments are overlain by Pleistocene and early-Holocenecharacteristics, and the structure. Hence, a rational design of alluvium transported from the mountains north and south ofsite-specific liquefaction mitigation techniques requires a better the basin. The shallow soils (depth < 10 m) are recentunderstanding of the influence of these factors on the Holocene deposits laid down by the Sakarya and ark rivers,consequences of liquefaction. which frequently flooded the area until flood control dams were built recently. Sands accumulated along bends of the meandering rivers, and the rivers flooded periodically leavingBUILDING SETTLEMENT IN ADAPAZRI, TURKEY behind predominantly nonplastic silts, silty sands, and clays throughout the city.Observations after the 1999 Kocaeli earthquake Buildings are primarily 3 to 6 story reinforced concreteA large percentage of structures in Adapazari, Turkey buildings designed with a beam-column system (Sancio et al.collapsed or were heavily damaged due to strong ground 2004). Interior walls are built with hollow clay bricks covered
Findings in Adapazari
0.04 The earthquake-induced shear stresses imposed on the soil elements under the stout building caused an immediate 0.03 generation of positive excess pore water pressure and /B 6 Stories subsequent loss of strength and stiffness. Additionally, the soil 0.02 5 Stories in the free-field has also developed significant pore water 4 Stories pressure and perhaps is undergoing liquefaction. Under these 0.01 conditions, it can be surmised that the soil under the stout building can no longer withstand the weight of the structure, 0.00 and thus, it is squeezed out laterally. As the soil is sheared it 0.0 0.5 1.0 1.5 2.0 2.5 3.0 dilates eventually and recovers its shear strength so it can once H/B again resist the weight of the structure. Thus, in addition to Fig. 4. Relationship between building settlement () and the this partial loss of bearing phenomenon, cyclic loading of building height (H) normalized by the foundation width (B) the soil through inertial interaction of the heavy building is [from Sancio et al. 2004]. required to work the building repeatedly into the softened soil.
Liquefactionthey underwent brittle failure) founded on very stiff and strongthick mat foundations. Although there were countlessexamples of poorly designed or constructed structures thatfailed due to strong shaking, many of these buildings weredamaged by ground failure. Ground failure largely resultedfrom cyclic softening or liquefaction of shallow low plasticitysilty soils in the upper few meters of the soil profile. Measuredvertical displacements of the buildings relative to thesurrounding ground were larger than what could be explainedby post-liquefaction reconsolidation settlement. Moreover,seismically induced ground settlements in the free-field were Building Width/Thickness of Liquefied Soilsignificantly less than seismically induced buildingsettlements. Fig. 6. Normalized foundation settlement versus normalized foundation width based on the available case histories [fromShear-induced deformation and localized volumetric strain Liu and Dobry 1997].under the building foundations must have contributed to therelatively large building settlements. Building settlementswere significantly greater for taller, heavier buildings than for Several researchers have used small-scale shaking table andshorter, lighter buildings. Tall buildings with relatively narrow centrifuge tests to study the seismic performance of rigid,foundation widths were prone to tilt excessively or topple. shallow model foundations situated atop deep, uniformAlthough much can be learned from the building movement deposits of saturated, loose-to-medium dense, clean sand (e.g.,case histories documented in Adapazari there are significant Yoshimi and Tokimatsu 1977; Liu and Dobry 1997; Hausleruncertainties such as good characterization of the earthquake 2002). Most of the building settlements were shown to occurshaking. Thus, additional investigations of these phenomena during strong shaking, with a smaller contribution resultingare warranted. from post-shaking soil reconsolidation due to excess pore water dissipation. Foundations settled in an approximately linear manner with time during shaking and commonly settledPREVIOUS STUDIES more than the free-field soil. As a result, building settlements were recognized to be strongly influenced by the structuresPrevious empirical studies have found that earthquake-induced inertial forces (Liu and Dobry 1997). The effects of keyvertical displacements of foundations on granular soils are testing parameters on the buildings seismic performance,related to the width and contact pressure of the foundation and however, were not well characterized.the thickness of the liquefied soil layer, among other factors(e.g., Yoshimi and Tokimatsu 1977; Liu 1995; Shahien 1998). Increasing the relative density (Dr) and the over-consolidationFig. 6 shows the observed trends in building settlement based ratio (OCR) of the liquefiable sand layer was shown toon the available case histories (Liu and Dobry 1997). This decrease the rate of excess pore water pressure generation andfigure shows that liquefaction-induced foundation settlement decrease seismically induced settlements (e.g., Adalier andis inversely proportional to the foundation width. In line with Elgamal 2005). The degree of excess pore water pressurethese observations, Ishii and Tokimatsu (1988) proposed that generation and soil softening was found to dependif the width of the foundation is sufficiently larger than the significantly on the confining pressure and foundation-inducedthickness of the liquefiable layer, the settlement of the static and dynamic shear stresses. No clear pattern wasstructure is nearly equal to that in the free-field. Conversely, if identified for the direction of flow and the degree of soilthe ratio of the width of the foundation to the thickness of the softening under and around structures as a function of variousliquefied layer is less than about 3, then structures appeared to input parameters. Partial drainage was shown to occursettle more than the volumetric strains observed in the free- simultaneously with excess pore pressure generation, as fastfield. pore water pressure redistribution took place in a three- dimensional (3-D) pattern in response to transient hydraulic gradients (e.g., Liu and Dobry 1997). However, the influence of drainage on building settlements during earthquake strong shaking has not been defined clearly.
The state-of-the-practice for estimating liquefaction-induced Four geotechnical centrifuge experiments were performed tobuilding settlement relies heavily on empirical procedures gain insight into the seismic performance of buildings withdeveloped to estimate post-liquefaction consolidation rigid mat foundations on a relatively thin deposit ofsettlement in the free-field (i.e., without the influence of liquefiable, clean sand. These experiments are described instructures). Practicing engineers often use a combination of more detail in Dashti (2009), Dashti et al. (2010a), and Dashtithe available empirical methods (e.g., Tokimatsu and Seed et al. (2010b). Table 1 provides a summary of the centrifuge1987; Ishihara and Yoshimine 1992) and Fig. 6, which is testing program. Centrifuge experiments were conducted at abased on the available case histories that all have relatively spin acceleration of 55 g. All units in this paper are providedthick layers of liquefiable sand, with the application of in prototype scale. The thickness (HL) and the relative densitysignificant engineering judgment and experience to assess the (Dr) of the liquefiable layer and the structural properties of thelikely deformations and their impact on structures and other models were varied in the first three experiments to identifyengineered facilities. There is a relative lack of understanding key parameters affecting soil and structural response and theof the underlying mechanisms of liquefaction-induced primary mechanisms involved in liquefaction-inducedbuilding movements. Hence, there is a lack of reliable and building settlement. The fourth experiment (T3-50) examinedwell-calibrated analysis tools for use in engineering practice. the influence of ground motion characteristics, the relative importance of key settlement mechanisms, and theThe lack of understanding of the underlying mechanisms often effectiveness of two mitigation strategies.leads engineers to erroneous conclusions. In contrast to theobservations of building performance at sites with thick Figure 7 presents the plan view and cross section of the modelliquefiable soil layers that had been made following previous used in experiment T3-30. Over 120 measurement devicesearthquakes, many of the structures in Adapazari, Turkey that (i.e., accelerometers, pressure transducers, and LVDTs) werewere damaged during the 1999 Kocaeli Earthquake were employed in each experiment. The three tests referred to asaffected by the liquefaction of relatively thin layers of loose, T3-30, T3-50-SILT, and T3-50 included a liquefiable soilsaturated soils. The significant levels of building settlement layer with a prototype thickness (HL) of 3 m and nominalcommonly observed in Adapazari cannot be estimated using relative densities (Dr) of 30%, 50%, and 50%, respectively. Inavailable empirical relations, because the thickness of the T3-50-SILT, the 2-m thick Monterey Sand placed on top ofliquefiable soil layer in Adapazari was commonly only a few liquefiable Nevada Sand in the other experiments wasmeters thick. replaced by a 0.8 m thick layer of silica flour underlying a 1.2 m thick layer of Monterey Sand. Test T6-30, with HL = 6 mAdditionally, the inertial loading of structures appeared to be and Dr = 30%, provided information regarding the effects oflargely detrimental in Adapazari during the 1999 Kocaeli the liquefiable layer thickness.Earthquake, because ground failure was systematically
Ground Motion Characteristics Fig. 7. Centrifuge model in experiment T3-30. Dimensions are Structural in meters in prototype scale (Dashti et al. 2010a). Test HL/Dr PGA D5- Ia Models Record 95 (g) (s) (m/s) T6- 6m/ Elastic All structural models were single-degree-of-freedom, elastic, 30 30% building flexible structures made of steel and aluminum placed on a 1 on mat: Mod. m-thick, rigid mat foundation. The baseline structure (A) WxLx P.I. represented a 2-story, stout building with a contact pressure of T3- 3m/ 0.15 8 0.4 80 kPa; a second structure (B) had an increased footing H 1995 30 30% contact area but the same contact pressure; and a third Kobe A: 6 x 9 x structure (C) represented a taller 4-story building with 5m increased bearing pressure of 130 kPa. The fixed-base natural 3m/ Large period of the structures ranged from 0.2 to 0.3 sec. Three T3- 50%; B: 12 x 18 P.I. 0.55 9 4.5 structures similar to Structure A were used in T3-50 with 50- with x5m Kobe different liquefaction remediation techniques.SILT silt layer C: 6 x 9 x A series of realistic earthquake motions (Table 1) were applied 9.2 m to the base of the model consecutively in each experiment. Mod. Sufficient time between shakes was allowed to ensure full Elastic P.I. dissipation of excess pore pressures. Figure 8 shows 0.15 8 0.3 displacement- and acceleration-time histories of two different building Kobe on mat: ground motions that were used. The input motions included a WxLx TCU078 sequence of scaled versions of the north-south, fault-normal T3- 3m/ component of the 1995 Kobe Port Island motion that was H 1999 50 50% 0.13 28 0.6 recorded at a depth of 80 m and a modified version of the Chi-Chi A: 6 x 9 x fault-normal component of the ground motion recorded at the 5m Large free-field TCU078 station during the 1999 Chi-Chi Taiwan P.I. 0.38 11 2.7 Earthquake with a peak base acceleration of 0.13 g. KobeNotes: 1. HL = Thickness of liquefiable soil layer 2. Dr = Relative density of liquefiable soil layer DISPLACEMENT MECHANISMS 3. PGA = Peak ground acceleration 4. D5-95 = Significant duration Case studies and physical model tests indicate that seismically 5. Ia = Arias intensity induced cyclic pore water pressure generation and liquefaction 6. P.I. = Port Island down-hole record (i.e., ue 'vo, where ue is the excess pore water pressure and 'vo is the initial overburden effective stress) may produce or intensify several mechanisms of settlement, which can damage structures as well as the surrounding utilities. Deformations
Displacement (cm)either volumetric- or deviatoric-induced deformations. Based 20on the work of Dashti (2009), Dashti et al. (2010a), and Dasthi 10et al. (2010b), the primary settlement mechanisms involved in 0liquefaction-induced building movements are described. The -10 -20volumetric and deviatoric strains that develop at any locationare a function of the interactions between free-field and 0 5 10 15 20 25 30 Time (s)structure-induced cyclic demands as well as static shearstresses imposed by the foundation and are conceptually 0.8
Acceleration (g)divided into separate categories for clarity. Base Acceleration 0.4 0.0The primary volumetric-induced settlement mechanisms are: -0.4
Displacement (cm) (p-SED); and 6 Consolidation-induced volumetric strains as excess 3 pore water pressures dissipate and the soils effective 0 stress increases (p-CON); -3 -6Deviatoric (shear-induced) soil deformations near a structure 0 10 20 30 40 50 Time (s)can be critical, particularly at intense shaking levels. Theydepend on static driving shear stresses caused by the 0.4foundation bearing loads (= static/vo) and the SSI-induced Acceleration (g) Base Acceleration
1.5 30 Mid. of liquef. layer 1 Top of liquef. layer
Acceleration (g) 0.5 (a) 0 0 Input Acceleration -30 -0.5 2 4 6 8 10 12 14 Time (s)
Depth (m) 17
(c) 22
1 = 5% Soil Surface; T3-50-SILT Free-field settlements were initially quite similar during all 0.8 three experiments (Fig. 12). The re-stiffening of the silt layer Spectral Acceleration (g)
Soil Surface; T3-50 in T3-50-SILT after strong shaking likely led to the slowing of 0.6 free-field surface settlements and caused long-term heave due Soil Surface; T3-30 to water flowing from under the buildings toward the free- Base; T3-30 & field (Dashti et al. 2010a). Settlements continued at a higher 0.4 T3-50-SILT rate in experiment T3-50 (with no silt layer) throughout shaking, but slowed down more rapidly compared to those 0.2 Base; T3-50 measured during T3-30. The greater tendency for horizontal flow towards the free-field in T3-30 continued to supply excess pore water pressures that dissipated upward vertically. 0 As a result, volumetric straining in the free-field continued for 0 1 2 3 4 a longer period of time by extending the duration and intensity Period (sec) of soil particle disturbance and liquefaction and by supplying the vertical hydraulic gradients that control the rate of flow Fig.10. Horizontal acceleration response spectra (5% and volumetric strains. damped) recorded on the container base and at the soilsurface in the free-field during the moderate Port Island event Displacement measurements were made at different depths in in experiments T3-30, T3-50-SILT, and T3-50. the free-field in experiment T3-50 to understand better the settlement response within different soil layers. Fig. 13 shows
-25 0.25
Acceleration Input AccelerationSETTLEMENT OF BUILDINGS
(g) 0 0 Vertical Displacement (mm)
SILT, and T3-50 are shown in Fig. 14. The input base 75 -0.75acceleration time-history recorded during T3-50 is also shown.Structures began to settle after one significant loading cycle. Displ. T3-50 100 -1Buildings settled significantly more during T3-30 compared tothe other two experiments. Building settlement rates reduced 125 -1.25dramatically and almost stopped after the end of strong Displ. T3-30shaking (t 10-12 s) in T3-50-SILT and T3-50 while they 150 -1.5continued at a rapidly decreasing rate in T3-30 beyond the end 50 0 10 20 30 40 50 60 ru = 1.0 70 50of strong shaking. More significant excess pore water pressure Pressure (kPa) Excess Pore
T3-30generation and strength loss under structures within the looser 30 T3-50-SILT 30soil in T3-30 (Dr = 30%) amplified key liquefaction-induceddisplacement mechanisms during and after strong shaking. In 10 10 T3-50addition to the higher resistance to pore water pressure -10 -10generation and the smaller void space available for volumetric 0 10 20 30 40 50 60 70densification, the greater stiffness and dilative tendency of the Time (sec)Dr = 50% sand likely arrested shear strains under buildingssooner. These observations may not apply to buildings with Fig. 12. Excess pore water pressure-time histories at the mid-larger height/width (H/B) ratios and larger building inertial depth of the looser layer of Nevada sand and soil surfaceloads, because they may respond more vigorously to amplified settlements recorded in the free-field during the moderate Portground oscillations resulting from an increase in the soils Island event in experiments T3-30, T3-50-SILT, and T3-50.relative density. In fact, as shown in Fig. 15, Structure C (withthe largest H/B ratio and contact pressure) settled more in T3-50-SILT than in T3-30 during the large Port Island motion
Acceleration (g) Input Horizontal 50 T3-50 -0.5 Acceleration 0 0 100 -1 T3-50-SILT 150 -1.5 Vertical Displacement (mm)
250 -2.5
50 -0.4 300 -3 100 0 10 20 30 40 100 Bottom of Liquef. Layer ru = 1.0
Pressure (kPa) Excess Pore 75 -0.6 60 60 T3-30
Ground Surface 20 20 100 -0.8 T3-50-SILT T3-50 -20 -20 125 -1 0 10 20 30 40 Time (sec) Mid. of Liquef. Layer Top of Liquef. Layer Fig. 14. Excess pore water pressure recordings at the mid- 150 -1.2 depth of the liquefiable layer under the baseline and average -2 0 10 20 30 40 50 building vertical displacement-time histories in experiments Monterey Sand T3-30, T3-50-SILT, and T3-50 during the moderate P.I. event. -1 Volumetric Strain (%)
0 Dense Layer of Nevada 1 Large Port Island Event Sand -50 -50 2 Upper Half of Liquef. Layer 0 0 Free Field; T3-30 3 50 50 Lower Half of Liquef. Layer 4 100 100 Free Field; T3-50-SILT 5 150 150 0 10 20 30 40 50 Free Field; T6-30 Vertical Displacement (mm)
Fig. 13. Settlement-time histories at various depths along with 250 250the corresponding volumetric strains within each soil layer in 300 300 the free-field during the moderate P.I. event in T3-50. 350 B; T3-50-SILT 350 A; T3-50-SILT 400 400Fig. 16 compares representative transient hydraulic gradients B; T3-30 450 450that formed around Structure B in experiment T3-30 within C; T3-30the liquefiable layer during the large Port Island motion. In 500 A; T3-30 500this experiment, large hydraulic gradients formed vertically C; T3-50-SILT 550 550upward and horizontally away from the building foundations B; T6-30within the liquefiable layer after a few seconds of strong 600 600 A; T6-30shaking. Excess pore water pressures maintained their peaks 650 C; T6-30 650throughout strong shaking while oscillating vigorously. Afterthe end of strong shaking, a rapid reduction in excess pore 700 700 Acceleration
their peak values. After both vertical and horizontal hydraulic Time (sec)gradients declined, slower upward vertical pore water pressuredissipation began to control the flow under buildings until Fig. 15. Settlement-time histories in experiments T6-30, T3-pore water pressures approached the hydrostatic condition. 30, and T3-50-SILT during the large P.I. event.
t=30s led to additional post-earthquake building settlements during 3.5 3.5 3.5 t=100s t=200s T3-50-SILT. 4 4 4 limit 4.5 4.5 4.5 The normalized average permanent building settlements measured during the large Port Island event in the first three 5 5 5 centrifuge model tests are shown in Fig. 17. Results from theFig. 16. Representative total head isochrones measured under available case histories and experiments are also included inand adjacent to a structure and in the free-field in experiment this figure. The building settlements plotted in Fig. 17 wereT3-30 during the large P.I. event (zoomed into the thickness of estimated as the total settlement of structures minus the the liquefiable layer). average settlement of the lower deposit of dense Nevada Sand during the large Port Island motion. Settlements were then normalized by the initial thickness of the liquefying layer (HL).Previous physical model studies indicated primarily that water The results of T6-30, where the liquefiable layer wasflowed laterally away from the liquefiable soil beneath the relatively thick (i.e., HL = 6 m), were consistent with thefoundations. Liquefaction (ue 'vo) was not observed results from previous experiments and case histories involvingunderneath the buildings in most cases and smaller excess deep deposits of liquefiable materials. The results of T3-30pore water pressure ratios (ru = ue / 'vo) were created under and T3-50-SILT, where the liquefiable layer was relativelythe structural models compared to the free-field. Liu and thin (i.e., HL = 3 m), were not consistent with otherDobry (1997) attributed this effect to the dilative response of experimental results and case history observations.sand under initial static shear stresses imposed by the structure( = static/vo > 0). Sand under higher confinement and under Upper Bound 1964 Niigata and 1990 Luzon EQthe initial static shear stresses imposed by the structure is more 0.3 Lower Bound 1964 Niigata and 1990 Luzon EQ Yoshimi-Tokimatsu Shaking Table Tests, 1977resistant to pore water pressure generation than sand in the Liu and Dobry Centrifuge Tests, 1997 - without compactionfree-field. However, sand under higher confinement is capable Hausler Centrifuge Tests, 2002 - without compaction Average Foundation Settlement / Thickness of Liquefiable Layer
2 g 0 I a (T ) a (t ) dt 2 (1) 80 Surface; 20 80 Surface; 70 80 Soil Surface; 120 Free-Field Free- Arias Free- Field Intensity 120 Struc. BL 30 120 105120 Field 180 Ariasover the time period from 0 to T, where a = the measured Arias 160 Intensity 40 160 140160 240acceleration value. Intensity
duration and slower rate of energy build-up compared to the 240 60 240 210240 360Port Island motions. As shown in Fig. 18, the rate and duration 0 10 20 30 40 50 0 10 20 30 40 50 0 10 20 30 40 50 Time (s) Time (s) Time (s)of structural settlements observed during the TCU078 motiondiffered from those during the Port Island motion. Structures Fig. 18. Vertical displacement of the base-line structure andunderwent smaller settlements, although they settled for a soil surface in the free-field in experiment T3-50 duringlonger time period. Although the Arias Intensity and different shaking events and the corresponding Arias Intensitysignificant duration of the TCU078 event were respectively time histories of the input motions.two and three times larger than those during the moderate PortIsland event, structures settled less during the TCU078earthquake. Therefore, even though a measure such as Arias The settlement-time history of the baseline building duringIntensity describes many characteristics of a ground motion, it each earthquake appeared to follow the shape of the Ariasalone does not capture all of the potentially important effects Intensity-time histories of each motion (Dashti et al. 2010b;of a ground motion on building settlement. Simpler ground e.g., see Fig. 18). The Arias Intensity of an earthquake motionmotion measures, such as PGA and PGV, are even more depends on the intensity, frequency content, and duration ofdeficient. Additional work is required to develop a more the ground motion. Its rate represents roughly the rate ofcomplete set of ground motion measures for this problem. earthquake energy build-up. This rate may be quantified by the Shaking Intensity Rate (SIR; Dashti et al. 2010b) asStructure A settled as much or more than the free-field soilsurface in each experiment, except during the TCU078 motion SIR = Ia5-75/D5-75 (2)in T3-50. Settlement of the lower dense deposit of NevadaSand was negligible across the model during the TCU078 where Ia5-75 is the change in Arias Intensity from 5% to 75% ofmotion. The looser layer of Nevada Sand, however, developed its total value during which it is approximately linear in theselarge excess pore water pressures and experienced liquefaction tests, and D5-75 is its corresponding time duration. The SIR of ain the free-field. Thus, relatively large volumetric strains were ground motion represents the rate of soil particle disturbance,observed at locations away from the structures (i.e., in free- excess pore pressure generation, seismic demand onfield) due to particle sedimentation (p-SED), consolidation (p- structures, and the resulting SSI effects in the foundationCON), and drainage (p-DR) within the liquefiable layer. Smaller soil. As a result, the initiation, rate, and amount of
0 In calibrating the elastic and plastic parameters and hydraulic 0.01 0.10 1.00 conductivities for each soil layer, an iterative process was Shaking Intensity Rate (m/s/s) employed to capture reasonably the liquefaction triggering and the post-triggering responses observed in the field, in cyclic simple shear tests, and in the centrifuge experiment of interest. Fig. 19. Trends in the initial building settlement rate in Fig. 20 presents the relationship between the models estimate experiments with a 3 m-thick liquefiable sand; of the CSR to cause liquefaction in 15 cycles versus the sands SIR = Ia5-75/D5-75 (from Dashti et al. 2010b). corrected SPT blow counts (N1,60) with the relationship proposed by Idriss and Boulanger (2008) based on field observations. Fig. 21 compares the UBCSAND1 models estimate of the liquefaction resistance of Nevada Sand withINSIGHTS FROM NUMERICAL ANALYSES cyclic simple shear test data. For both the laboratory tests and the numerical analyses, liquefaction was assumed to triggerConsiderable effort has been devoted towards developing when the absolute value of single amplitude cyclic shearadvanced numerical methods for performing nonlinear strains reached 3.75%. Fig. 22 provides a sample comparisoneffectives stress analysis in which cyclic pore water pressure of the predicted and measured response in a cyclic simplegeneration and the resulting seismic deformations are coupled. shear test on Nevada Sand with relative a density of aboutNumerous soil constitutive models and computational 50%. These comparisons show that UBCSAND1 can capturesoftware have been developed for performing these types of the build-up of excess pore water pressure, liquefactionanalyses. For example, the UBCSAND1 constitutive model triggering, and post-triggering strain accumulation reasonablydeveloped by Professor Peter Byrne at the University of well.British Columbia is a well-calibrated nonlinear effective stressmodel that is widely used by researchers and practicing
-5 0.3 -10
0.2 -15 0 5 10 15 20 25 30 35 0.1 Effective Vertical Stress (kPa)
(a) 0.0 0 5 10 15 20 25 30 35 Dr=50%, CSR=0.3, Ka=0
UBCSAND1 Dr=90% 0.5 UBCSAND1 Dr=63% -5 UBCSAND1 Dr=50% UBCSAND1 Dr=45% -10 UBCSAND1 Dr=35% 0.4 CSS Test: Dr=88-90% Cyclic Stress Ratio (CSR)
0.0 0.8 Ru
1 10 100 0.6
(c)Values of hydraulic conductivity available for Nevada Sandwere measured under 1 g field conditions. Slight variations in Fig. 22. A comparison of the UBCSAND1 predicted responsethe gradation of the batch of Nevada Sand used can affect with that measured in a cyclic simple shear test on Nevadameasured values significantly. Additionally, the soils Sand (Dr=50%, CSR=0.3, K=0): (a) stress path; (b) shearhydraulic conductivity has also been shown to increase as it stress-shear strain relationship; and (c) excess pore waterliquefies (e.g., Jafarzadeh and Yanagisawa 1995), which pressure ratio time-history.further increases the potential for drainage during cyclicloading. Consequently, the value of each soil layers verticalhydraulic conductivity was adjusted slightly to capture the Table 2. Values of sand hydraulic conductivity used in FLAC-pore pressure response measured in the free-field during the 2D numerical analysescentrifuge experiments. Additionally, the lateral flow of waterfrom underneath the 3-D structural models used in the Horizontal Verticalcentrifuge tests is not captured by these 2-D plane strain Hydraulic Hydraulic Soil LayerFLAC analyses. Thus, excessively large excess pore water Conductivity Conductivitypressures were calculated initially in the liquefiable sand (cm/s) (cm/s)underneath the building in these analyses. To reduce this error, Dense Nevada Sand 5E-03 5E-03the horizontal hydraulic conductivity of the looser layer ofNevada Sand was increased to allow for more horizontal flow Loose to Medium 2 5E-03near the structure. Table 2 summarizes the calibrated values of Dense Nevada Sandhydraulic conductivity used to model each soil layer. Monterey sand 7E-01 7E-01
200during the moderate Port Island event in experiments T3-50 250 250and T3-30 are shown in Figs. 24-28. Displacement estimates 300 300 0 5 10 15 20 25 30were generally more accurate near the structure than those in Time (s) 0 5 10 15 Time (s) 20 25 30
Soil Surface 100 100individual settlement mechanism (e.g., p-SED and p-DR), 200 200liquefaction-induced building settlements were predicted 300 300reasonably (Fig. 25), because the UBCSAND1 model captures 0 5 10 15 20 25 30 0 5 10 15 20 25 30
Test T3-30 Test T3-50 Centrifuge Measurement Top of Liquef. Lay er
50 50
0 0
100 100
0 5 10 15 20 25 30 0 5 10 15 20 25 30 50 B ottom of Liquef. Layer
150 50 50 Centrifuge Measurement 200 FLAC UBCSAND1 0 0 0 5 10 15 20 25 30 0 5 10 15 20 25 30 250 Time (sec) Time (sec) 300 0 5 10 15 time (sec) 20 25 30 Fig. 27. A comparison of FLAC predicted excess pore water pressure-time histories under Structure A with those recorded Fig. 24. A comparison of FLAC estimated free-field during experiments T3-50 and T3-30, moderate P.I. event. settlements with those recorded in experiment T3-50 during the moderate P.I. event.
50 50 It is inappropriate to normalize building settlements or the width 0 0 of its foundation by the thickness of the soil layer that liquefied. 0 5 10 15 20 25 30 0 10 20 30 This type of normalization implies that volumetric-inducedExcess Pore Pressure (kPa)
100 100 cyclic loading of the soil, but it is the SSI-induced foundation 50 50 ratcheting deformations (q-SSI) and partial bearing failure due to soil strength loss deformations (q-BC) that govern primarily 0 0 building movements. Localized volumetric strains resulting 0 5 10 15 20 25 30 0 10 20 30 Time (s) Time (s) from partial drainage in response to intense transient hydraulic gradients (p-DR) are important, but in many cases, settlement Fig. 28. A comparison of FLAC predicted excess pore water due to sedimentation after liquefaction (p-SED) and pressure-time histories in the free-field with those recorded consolidation (p-CON) are less important. during experiments T3-50 and T3-30, moderate P.I. event. If liquefaction is triggered in the free-field, it is likely that liquefaction will occur under the edges of a buildings shallow foundation and in the soil adjacent to the foundation. In fact,RECOMMENDATIONS FOR PRACTICE numerical studies by Travasarou et al. (2006) found that the factor of safety for liquefaction triggering was significantlyThe observations of ground and building performance in underestimated using the free-field condition because shallowAdapazari, Turkey during the 1999 Kocaeli earthquake (as soils adjacent to the building are subjected to higher cyclicwell as similar types of observations observed in Taiwan shear stresses due to the rocking and horizontal shaking of theduring the 1999 Chi-Chi earthquake), the results of the Dashti building and higher cyclic stress ratios because of the absence(2009) centrifuge tests, and the insights gained from the of the buildings static pressure. The combined effect is anonlinear effective stress analysis using the UBCSAND1 soil reduced factor of safety against liquefaction, which can be asmodel provide guidance regarding how to evaluate much as 50% of the corresponding free-field value. Thus, it isliquefaction-induced building movements in engineering appropriate to increase the seismic demand around thepractice. As this is a complex problem and the numerical perimeter of structures when performing liquefactionstudies are ongoing, this guidance should be considered as triggering evaluation for buildings where potentiallybeing preliminary. Additional work on this important topic is liquefiable layers are located at shallow depths or immediatelyrequired. The profession has largely addressed the liquefaction underneath the foundation. This is particularly important fortriggering evaluation problem. However, there is much work the case of marginally liquefiable layers, when the results of ato be done to understand fully the consequences of free-field liquefaction triggering evaluation may beliquefaction. Reliable procedures for estimating liquefaction- misleading.induced building movements can only be developed when thegoverning mechanisms are understood well. If significant pore pressures are generated in shallow soil deposits that are underneath and adjacent to the edges of aWhereas both volumetric-induced and deviatoric-induced shallow building foundation, the engineer should evaluatedisplacement mechanisms contribute to liquefaction-induced liquefaction-induced building movements. At this time, nobuilding movements during and after strong shaking, the reliable simplified procedure is available to assist in thisgoverning mechanisms are primarily deviatoric-induced when evaluation. A well-calibrated nonlinear effective stressthe liquefiable soil layer is sufficiently thick and close to the dynamic analysis can be performed to provide insight, and thisbuilding foundation. Methods that estimate free-field should be done for projects when it is important to developsettlement (e.g., Tokimatsu and Seed 1987; Ishihara and reliable estimates of building movement. These relativelyYoshimine 1992) cannot be used to estimate liquefaction- sophisticated analyses should only be performed by wellinduced building settlements for this case (i.e., shallow trained and experienced engineers with a calibrated model.foundation atop a shallow layer of liquefiable soil). Theseprocedures were developed to estimate post-liquefaction At this time, it may be infeasible economically to performreconsolidation ground settlements in the absence of buildings. nonlinear effective stress analysis for many other projects.They were developed and calibrated to capture only volumetric- Ground improvement or seismic retrofitting should beinduced reconsolidation strains. Thus, they cannot be used when considered as they can be used to eliminate or minimize the
ACKNOWLEDGMENTSCONCLUSIONS This material is based in part upon work supported by theSeismically induced settlement of buildings with shallow National Science Foundation (NSF) under Grant No. CMMI-foundations on liquefiable soils has resulted in significant 0530714. Any opinions, findings, and conclusions ordamage in recent earthquakes. For example, multi-story recommendations expressed in this material are those of thebuildings punched into, tilted excessively, and slid laterally on authors and do not necessarily reflect the views of the NSF.softened ground in Adapazari, Turkey. Recent geotechnical Drs. Juan Pestana and Michael Riemer of UC Berkeley andcentrifuge experiments coupled with dynamic analyses Dr. Daniel Wilson of UC Davis participated in the NSF-provide useful insights. funded centrifuge testing program. Dr. Bruce Kutter of UC Davis shared insights. Centrifuge tests were performed at the


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2014 Chicago Cubs Wrigley Field 100th Anniversary Sleeve Patch Official Jersey Logo
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The Best Pizza Places in Las Vegas Handpicked top 3 best pizza places in Las Vegas, Nevada. 50-Point Inspection includes customer reviews, history, complaints, ratings, satisfaction, trust, cost and their general excellence.
View pizza specials and coupons for Round Table Pizza at 7460 West Lake Mead Boulevard, Suite E-8.Topped with our 100% real mozzarella cheese, add any of our quality toppings to create your favorite combination.Hotfrog helps you find the most popular businesses related to Pizza near Las Vegas NV.Best Pizza in Las Vegas, Nevada: Find TripAdvisor traveler reviews of Las Vegas Pizza places and search by price, location, and more.
It might be on our Runners-Up Best Pizza list which is our 2nd tier list of top pizza places in Vegas.Accessibility CPK is dedicated to making its restaurants, website, and all other media and communications accessible.See reviews, photos, directions, phone numbers and more for the best Pizza in Summerlin, NV.Disclaimer: Information provided below is about the locations of Pizza Hut restaurants in Las Vegas, NV and contains the street addresses, phone numbers and opening hours of each restaurant.
Our restaurant brings Real East Coast food and atmosphere right to your neighborhood.This is our official list of the best pizza places in Las Vegas.
Order pizza online from Round Table Pizza in Las Vegas for fast delivery or pickup.
Official site provides news, recipes, catering details, information on cookbooks, and links to the fine dining restaurants sponsored by Wolfgang Puck.Order Pizza online from Summerlin restaurants for pickup or delivery on your schedule.Slice connects your favorite LOCAL pizza places in Las Vegas, NV.Fill up on fare from Pizza Rock in Las Vegas and be sure to satisfy your stomach.


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Have You Previewed Office 2016 and Skype for Business? Check Out These Features!
The convergence conference in Atlanta was kicked off with a preview of Office 2016 for IT Developers and Pros. Also included was a general preview of the new Skype for Business. So what should you and your company be taking note of when it comes to these new announcements?
Some brand new features offered with Office 2016, the first major upgrade of Office desktop suit since 2013, include improved data loss prevention and click-to-run-deployment. Outlook's ability to handle content linked with OneDrive for Business will make file-sharing a whole lot easier – when a user attaches a file, the most recently accessed documents appear and will be added as a link to the sender's OneDrive for Business account. Without sending a physical attachment and having to worry about versioning, you're sending a link that acts as an attachment but without the hassle. Users can collaborate on the same document in the cloud and still have the option of attaching actual files in Outlook.
Other notable features and improvements:
- Multi-factor authentication is offered, making your devices, files, emails and data more secure than ever.
- E-mail delivery performance has been vastly improved, including a reduction in the amount of time it takes to download messages and attachments.
- Improved reliability, usability and performance of Outlook's search capabilities.
- Improved user settings to better manage mail and reduce your storage footprint.
Keep in mind that these features that are part of the preview and don't include everything that Microsoft has planned for the full release.
Likewise, a preview was given of the new Skype for Business, which Microsoft has said will work as a rebranding of the company's Lync platform. Skype for Business users will have the ultimate communication tool at their fingertips – connecting through IM, voice or video with any of their contacts. The possibilities are endless, from carrying out meetings and interviews, to doctors more easily connecting with patients, and even simply allowing co-workers to collaborate without any hassle.
To learn more about the newest technology available to help your business thrive, contact Pulse Business Solutions at firstname.lastname@example.com or by phone at (239) 676-6679.
After switching to Pulse, we were pleased to know that our IT service bills were consistent and fixed fee each month. This part was huge because finally we could plan and budget for our IT service expenses. We also appreciated the fact that Pulse would dispatch experienced technicians based on the issue at hand resulting in faster resolution of problems that arose. One of the most valuable parts of working with Pulse is that I know there will be a quick and appropriate resolution to any issue that we experience. This process gives me peace of mind because like most small businesses, we need quick and efficient responses to any and every system issue we may face. Pulse's consistency and dependability in service is unparalleled to providers we've had in the past.Consistent and Dependable-Non-Profit Organization
Fort Myers, FL


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Pelikan M215 Or Diplomat Excellence A?
Posted 24 August 2017 - 12:21
Sponsored Content
Posted 24 August 2017 - 13:38
I have the Diplomat Excellence A. it has a very good nib, and is very well made - you will get a smooth writing experience out of it, but it is also a heavier pen than most. I have no complaints with mine. I've had it for two years and its been no trouble and it seems to play well with most inks.
Posted 24 August 2017 - 13:49
Do you have the opportunity to test them in person? Since they're used, it might be hard for anyone to say which will be smoother- they could have been tuned by a prior owner or just worn smoother etc.
Posted 24 August 2017 - 13:52
Do you have the opportunity to test them in person? Since they're used, it might be hard for anyone to say which will be smoother- they could have been tuned by a prior owner or just worn smoother etc.
I could try out the M215 because it's being sold by a collector but I can't try out the Diplomat as it was found in a storage auction that was left behind by some Japanese immigrant who has shifted somewhere and left behind the pen.
Posted 24 August 2017 - 14:52
Wow those are great prices! The losenge M215 is relatively rare, and I suspect if you resold it you should be able to easily recoup your costs barring some problems with it. I only have the M215 Rings in EF and it's a good writer - I love the M200 nibs - (and of course piston fill compared to the Diplomat).Mine gives a touch of feedback, but its been "binderized." Personally I like a little more feedback like I get in a regular M200 nib. I've only heard great things about the Diplomat nibs.
Inked: Aurora Optima EF (Pelikan Tanzanite); Franklin Christoph Pocket 20 Needlepoint (Sailor Kiwa Guro); Sheaffers PFM I Reporter/Fine (Diamine Oxblood); Franklin Christoph 02 Medium Stub (Aurora Black); Platinum Plaisir Gunmetal EF (Platinum Brown); Platinum Preppy M (Platinum Blue-Black). Leaded: Palomino Blackwing 602; Lamy Scribble 0.7 (Pentel Ain Stein 2B); Uni Kuru Toga Roulette 0.5 (Uni Kuru Toga HB); Parker 51 Plum 0.9 (Pilot Neox HB)
Posted 24 August 2017 - 20:53
I would expect the Diplomat to be a nail nib...I've had one I sold....a very light well balanced nail. I have another silver plated one that 'belongs' to my wife....not that she uses it. It's a nail.
The 215 Lozenge I have.
I trans-mailed some 200's nibs to a pal in England, and became very impressed with them. They were as good as my '90's 14 K M400, 381, and the gold nibbed Celebry. The steel nibbed Celebry was their equal.
I had thought I needed no 200's so bought the 215. It's nib was as good as the '90's nibs, in it was like them 'true' regular flex nibs. I later bought a 200 and a W.Germany 200. The nib of the W.Germany era was a slight bit more springy than the '200's and gold '90's nibs.
I call it 'true' regular flex in that was once a regular issue.
I wouldn't want someone to get confused thinking the modern nail, semi-nail regular issue is the same as regular flex. It's not.
Regular flex has some spring; some tine spread, is a comfortable ride. The 200/215 has the semi-vintage ('82-97) width....1/2 a width narrower than modern 400/600 Pelikan...which are fat blobby semi-nails. I find the 200/215's nib to be much the superior nib.
German vintage '50-70 semi-flex stubs and those in oblique give the real thing in On Demand line variation. Modern Oblique is a waste of money for a shadow of line variation. Being too lazy to Hunt for affordable vintage oblique pens, lets you 'hunt' for line variation instead of having it.
www.nibs.com/blog/nibster-writes/nibs-germany & https://www.peter-bo...cts/nib-systems,
The cheapest lessons are from those who learned expensive lessons. Ignorance is best for learning expensive lessons.
Also tagged with one or more of these keywords: diplomat, germany, pelikan, newbie, help, steel nib, used, second hand, cheap, everyday
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text: I know .fst attachments can be deleted from a meeting before a meeting starts. Can they be removed from a meeting that has already started? This would be very helpful for meetings that have already started if last minute revisions need to be made to presentations. We just had a big meeting where there were 7 different presenters, and 5 of them had revisions at the last minute. Thus we ended up with 12 presentations on the slides tab drop down and of course confusion. Maybe I am missing something simple, but there doesn't appear to be a way to delete a presentation from an active meeting. Is this the case?


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Mission Statement
The mission of Pursuit Family Ministries is to share the word of God in order to encourage families to actively pursue an intimate relationship with Jesus Christ, Our Lord and Savior.
Vision Statement
The vision of Pursuit Family Ministries is a world where all men, women, and children strive to seek out and serve God in their Christian faith.
Rev. Donnie Earles, Shady Grove Assembly of God
Rev. Larry Mock, Chancellor First Assembly of God
Rev. Stacy Stafford, Southside Baptist Church
Donnie Huguley
Mike Chancellor
Mike Fountain
Copyright © 2019 Pursuit Men's Conference - All Rights Reserved.


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|EuroCham visited MCM College at University of Macau
|Hong Kong
|New York
|EuroCham visited MCM College at University of Macau
Ingrid Reinli and Kevin Thompson(middle) in front of MCM College
On 28th January 2019, Mrs. Ingrid Reinli, the General Manager of the European Chamber of Commerce in Hong Kong, was invited to visit the Moon Chun Memorial College ("MCM College") at University of Macau. Prof. Kevin Thompson, the president of the Board of Directors of the Macau European Chamber of Commerce and founding master of MCM College, warmly welcomed and hosted us with his team.
Prof. Thompson introduced the founding history of MCM College and the concept of bringing in the model of British colleges in the University of Macau. Established from scratch in 2013, MCM College is one of the ten colleges of the University of Macau. It seeks to nurture the collective talents of its students, faculty, and the UM Community to build a vibrant, world class college centre enhanced by music, sciences and the arts.
Moon Chun Memorial College, which has been under Prof. Thompson's directorship since 2013, offers a diverse array of facilities to enrich the lives of students, fellows, and staff. Prof. Thompson and the team showed us their dance studio, fitness room, music studios and college hall. Along with the photos of past events and achievements in the corridors, the MCM College impressed us with its dedication and multiple cooperation with professional firms and international organizations, such as Ernst & Young and Le French May Arts Festival, to promote an inclusive, international cultural exchange.
About Prof. Kevin Thompson
Prof. Thompson is a musician, conductor, educator and promoter of arts and culture. Due to his dedication to education and the arts, he was appointed an Officer of the Order of the British Empire in 2011, a Knight Officer of the Order of Arts and Letters in 2012, and a Knight of the National Order of the Legion of Honour in 2017.
Before joining the University of Macau, he ran the Royal Birmingham Conservatoire, Dartington College of Arts and Hong Kong Academy for Performing Arts.
About Macau European Chamber of Commerce ("MECC")
The Macau European Chamber of Commerce was founded in 2013. MECC aims to promote commercial, industrial, financial, scientific and other economic exchanges of all types between Macau and Europe, as well as to foster bilateral cooperation among the business communities, thereby helping diversify Macau's economy. The Chamber also serves as a platform of communication for its Members to express their interests and coordinate with each other.
MECC was founded by six European chambers of commerce in Macau, namely France, Germany, Ireland, Portugal, Romania and the United Kingdom, whereas Instituto de Promoção do Comércio e do Investimento de Macau and Institute of European Studies of Macau are the Honorary members. Other members consist of organisations such as The Italian Chamber of Commerce in Hong Kong and Macau and individuals with an interest in developing friendly commercial relations between European countries and Macau.
© 2019 European Chamber of Commerce Hong Kong. All Rights Reserved.


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THAILAND HOLIDAYS : The Ultimate Guide To Plan Your Trip In Style
BELIZE – SAN PEDRO: The Best Snorkeling Tour Of My Life with YOLO!
Top 5 Countries For Seeing The Northern Lights & The Aurora Borealis
BEST PLACES TO CATCH THE NORTHERN LIGHTS The Northern Lights are a unique and wondrous sight. There (almost) isn't anything else quite like them in the whole world. Also known as the Aurora Borealis or the polar lights, there is actually another Aurora in the South known as the Aurora …
Dexter House Miami: How I Got In (With Video!)
Scuba Diving At The Underwater Museum In Cancun: I Finally Did it!
THE UNDERWATER MUSEUM IN CANCUN: A DREAM COME TRUE! You know those photos or videos that get stuck in your head for weeks, months or even years? Well, I have a few of them in mind and one was THIS: I can't even remember when or where I first saw …
The #LetHawaiiHappen Guide For Every Type Of Traveler!
Hawaii offers a whole lot to travelers—from breathtaking beaches and rigorous hikes to outstanding food and luxurious spas. Whatever your travel style and preferences, Hawaii is a place to find exactly what you want, perfect weather included. Disclaimer: I haven't been to Hawaii yet, but since I decided to relocate …
South Namibia: 4 Unmissable Things To See In One Week Of Camping!
Liked it? Pin it 🙂
Memory Lane: Traveling Around The Philippines!
WHY YOU GOTTA LOVE THE PHILIPPINES… -As much as I do!- Ask someone to name a tropical Southeast Asian paradise and you may get Thailand, Indonesia, or Myanmar as an answer. While these countries each have their own fantastic attractions to take pride in (the Ngapali Beach of Thailand is …
SARDINIA PHOTOS: My 15 Favorite Instagram Pictures!
SARDINIA IS THE PLACE TO BE DURING SUMMER TIME! Directly from my Instagram account and taken mostly with my super ASUS Zenfone Zoom…Here's why you should visit Sardinia and follow me on Instagram if you like! 🙂 PS: Since I've embedded the photos directly from Instagram, it might take …
What To Expect When Traveling To The Philippines
PHILIPPINES TRAVEL INFO Things you need to know before traveling to paradise! You Know how much I love the Philippines, right? Well, so you might be wondering why I didn't write tons of posts about that beautiful country. The thing is, I have a weird "disease"… Basically what happen is …
Most Underrated Countries You Need To Visit Right Away
Best Things To Do In Rome and Surroundings Areas During Summer!
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Keep Calm and.. I'm Going To Africa in TWO days! The Itinerary Revealed!
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My Visit to Auschwitz-Birkenau. What To Expect And Why I Felt "Nothing".
I wasn't sure whether I wanted to create a pinnable image about this, but I decided to do it because I think it's important to spread awareness on the importance of visiting Auschwitz and keep the memory alive.
UK Great Places: Why Woolacombe in Devon Ticks All the 'Fun Family Holiday' Boxes!
Ready To Discover Europe By Train? Win a First Class Eurail Pass For Two!
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Bitcoin miners are making graphics cards more expensive34 comments
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Nike playlist
Client: Nike
Kids today don't have the same experiences that generations before have had. As the internet takes over, phones have replaced playtime and e-sports has replaced traditional sports. All this has created a decline in traditional sports, and a decline in play / exercise among kids. So how do we get kids to embrace the biggest sports brand in the world when they aren't embracing sports?
The Research
Kids and adults are motivated by different things.
To keep kids committed to sports, fun must be a key component. 92% of kids are motivated to start sports because they are fun, and 90% of kids cite fun as the number one motivator to continue in sports. But as we move from childhood to adulthood, sports shift from something fun to something more goal-focused, with health and fitness goals being cited as the number one motivator for adults to engage in sports.
Parents tend to focus on winning and losing, while kids focus on everything in between.
When kids were asked what was fun about sports, winning, playing in tournaments, and earning medals and trophies were ranked at the bottom. According to Jay Coakley, sports sociologist, "Kids in baseball say they want to hit, catch, and run. Yet, what do parents do as soon as they take over? Eliminate the hit, catch, and run by telling kids not to swing or maximizing use of a pitcher who strikes everyone out. They eliminate the basis for fun."
Casual play has taken a backseat to more structured activities.
Prior generations grew up riding bikes and making up games with friends, which delivered hours of physical activity without a goal or outcome in mind. But today free play is taking a back seat to academics and structured activities, as parents prioritize getting their kids sports scholarships and into elite colleges.
Kids are turning to video games for the sports experience (without pressure from parents).
Video games give kids all the best of the sports world (action, experimentation, competition, and social connection), all free from parents critiquing their every word.
The Insight: Youth sports come with a lot of adult pressures.
The amplified competition in youth sports has made it so the kids of today are dealing with very adult scenarios – packed schedules, less time to socialize, and stress.
The Opportunity: Make kids feel like sport is their choice, not something their parents sign them up for.
The Strategy: Empower young athletes to play their own way.
The execution
Nike PLAYlist
Teammates: Kevin Koller (Creative Director), Brian Vandeputte (Art Direction) Tim Hutchison (Creative Director), Aaron Pollick (Group Creative Director), and many other talented individuals at R/GA


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Automatically move inbound leads over to your CRM using marketing automation workflows and assign them to appropriate sales reps when they reach lead scoring thresholds and/or trigger specific behaviors, such as requesting a free trial or demonstration. Use segmentation rules to assign leads to an appropriate sales rep, for example by territory or industry. This process should be carefully planned in Step #1.
Virtual Assistants. "There are many virtual assistant companies and individuals available to help you with your seller and buyer calls. I struggled through three of them and was ready to throw in the towel. Then I found an amazing company that trains well and is very well scripted and constantly improves. I hired them and have been with them almost six years with the same person. They will become an integral part of your team when utilized properly. They all charge differently. I personally spend between $125-$135 per week for six to eight hours of calling. This produces approximately 12-18 leads weekly for me so two to three per hour counting the sourcing time they have to do. They send me on a daily basis fully filled out property information sheets. This assures you that you're only speaking with quality leads that want to speak with you."
Hi Don,First I want to say how impressed I have been with your company. I have dealt with a great deal of leads companies over the last 6 years and have never dealt with a more responsive company than yours. Actually they don't come close to being this quick to respond- let alone it being the owner of the company to reach out. So thank you for that! Also, thank you for the information! I'm happy with that response - I was just curious about the process. This is only my second time ordering leads at or over 10,000 in ...
Cost per thousand (e.g. CPM Group, Advertising.com), also known as cost per mille (CPM), uses pricing models that charge advertisers for impressions — i.e. the number of times people view an advertisement. Display advertising is commonly sold on a CPM pricing model. The problem with CPM advertising is that advertisers are charged even if the target audience does not click on (or even view) the advertisement.
You can take a number of simple steps to rapidly establish yourself as a recogised authority in your field. These include writing articles and books, creating newsletters and information products, speaking and delivering seminars. These can keep you very busy and in demand virtually all the time, giving you a tremendous edge over your competitors who struggle to get by. Customers will normally flock to you, while your competitors wonder why and have to settle for picking up the leftovers.
Live chat functions allow site visitors to reach out to you directly without having to pick up a phone or write an email. New customers benefit from being able to ask questions whenever they want, and then you can reach out directly to answer questions and help close new sales. And in this case, a little touch—such as a "Chat Now!" button on a business website—can go a long way toward establishing relationships with new customers and leads.
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How do you choose mlm leads that are genuinely interested in starting a home business, just like you? Where can you find an mlm lead generation company that takes you and your business seriously—one that actually cares about your success whether you are a leader with 50,000 people in your team or just starting out? You've come to the right place—a place where we make it easy.
The likely answer is to do with audience biases. A survey conducted by an email marketing provider is almost certainly going to have different results to one conducted by PPC management tool, as their audiences have different skillsets and biases, skewing the results of their sample. As such, we should take the specific ranking of different strategies in these studies with a pinch of salt.
The ultimate way to do this is "bring value to the marketplace". I have learned and realized that how we do business these days is all about relationship building! All the great leaders and the self-made millionaires/billionaires, they taught us only one amazing thing that really works! ---- "be a person of value and a person of service!". Create value. Bring value to the marketplace. Provide solutions to peoples' problem... be out there helping as many people as you can! And believe me, leads and money will naturally come. And one more thing --- by doing this, you will gave fun building your business! Think about that!
Hi Don,First I want to say how impressed I have been with your company. I have dealt with a great deal of leads companies over the last 6 years and have never dealt with a more responsive company than yours. Actually they don't come close to being this quick to respond- let alone it being the owner of the company to reach out. So thank you for that! Also, thank you for the information! I'm happy with that response - I was just curious about the process. This is only my second time ordering leads at or over 10,000 in ...
Whether through video on Facebook Live or Instagram, or even a live-tweeting session on Twitter, show off your authority in your space. Choose an expert to represent your company, whether it's you as the owner, one of your employees, or a guest. Then, host a live session to teach a certain tip or skill, or answer a question that you know there's a need for.
In order to remain competitive in a market that is constantly changing you're going to need to reach out and market directly to any and all of your prospective customers. We here at ListGuy want to help you find those prospective customers so we have made it a goal to provide you with some of the absolute best tools that are required for you to succeed in a highly complex marketing industry. We specialize in offering current Biz Opp Lists so you can begin to reach out to all of your prospective customers and start making the sales you want.
Facebook has been a method for lead generation since its inception. Originally, companies could use outbound links in their posts and information in their bios to attract strangers to their websites. However, when Facebook Ads was launched in 2007, and its algorithm began to favor accounts that used paid advertising, there was a major shift in how businesses used the platform to capture leads. Facebook created Lead Ads for this purpose. Facebook also has a feature that lets you put a simple call-to-action button at the top of your Facebook Page, helping you send Facebook followers directly to your website.
Online lead generation is an Internet marketing term that refers to the generation of prospective consumer interest or inquiry into a business' products or services through the Internet. Leads, also known as contacts, can be generated for a variety of purposes: list building, e-newsletter list acquisition, building out reward programs, loyalty programs or for other member acquisition programs.


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42 Maple Contemporary Art Center invited area schools to participate in the unique writing challenge offered with Craig Pursley's body of work, "Pieces of Dreams", featured art for the month of January 2015.
Lori Innes, English teacher from Profile School accepted the challenge, and brought her AP Languange and Composition class to the gallery to study Craig's art, choose a painting, and write a story or poem in 500 words or less. Also in attendance, was Littleton Courier editor Darrin Wipperman. The exercise was featured in a local newspaper. Please check out our Press page to read more about the experience.
Below is one of the many stories generated by Profile high school students as a result of this experience.
The House at Colfer Crossing
The man checked the time. 8 o'clock exactly, Mass is just starting. He wouldn't be making an appearance at church today. Not today and not ever again. To say he lost faith would be an accurate statement. His world, now submerged in darkness, has yet to see the light of day since the accident, He can hear the train chugging along in the distance and he shuts the door in attempt to block out this everyday nightmare. Just about a year ago now, his life was turned upside down.
He was driving his wife and children to 8 o'clock mass. Usually a man of punctuality, time had slipped away from his grasp this particular morning. The church being a 15 minute drive down the road, he always aimed to leave the house at 7:40, just early enough to allow the proper pleasantries and common chatter in front of the church doors. It was 7:55 as he huddled the children into the car, his wife climbed into the passenger seat. The car came to life with a roar and then he quickly sped down the road. The kids were in the back, singing loudly and jubilantly. A rowdy bunch he thought, but happy nonetheless. But as the car proceeded over the tracks, he heard his wife screaming in terror, looking right past him to their left. Puzzled, he turned, searching for what could possibly be so horrifying to evoke such a scream from his wife. And then he saw it. The train barreling towards them at an unbelievable speed. Then darkness.
Since the accident, sadness has plagued his life. Everyday the chugging of the train and the blow of the whistle serve as a constant reminder of all the was lost that day. His family, pulled out of his life so quickly and easily, just like the removal of a tooth. Why me? was a question he often found himself asking. Although an answer never surfaced. He was a good man. He worked hard for all he had. He went to church each Sunday, didn't lie, didn't cheat and most of all he provided for his family. He found happiness in their happiness.
But regardless, the tragedy occurred and he now had to live with it. The days seemed all strung together now, being almost impossible for him to separate one from another in his mind. Yet the world kept spinning,and even though it offered him no solace the sun continued to rise and unceasing set of the sun reminded him that the day was coming to a close. The nights where he was able to sleep, although they were few, he dreamt of his family. The time they shared together was too short, and he often wished he would have cherished it more. He was working too much. He was determined to provide a full life for his family with all the riches, but that doesn't matter now. He lived a sorrowful life now, full of regret.


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Sr. Manager, Membership Services
The National Association of Clean Water Agencies (NACWA) seeks a Sr. Manager, Membership Services to play a prominent role in supporting the Strategic Membership Goals of the Association through management and implementation of membership development and retention actives. NACWA is a premier trade association representing the nation's public clean water utilities and this position plays a vital role in the execution of Association's strategic advocacy.
Position Responsibilities:
- Collaborate on member and affiliate recruitment efforts, including planning activities, production, and distribution of outreach materials, and development of reports and analytics for all membership development/retention activities.
- Actively participate in the writing for membership marketing initiatives such as e-communications, newsletter updates, direct mail postcards and letters, website content and social media postings.
- Manage and initiate new member and new contact on-boarding processes.
- Initiate opportunities for member/potential member outreach both verbal and written as well as occasions to incorporate NACWA advocacy into recruitment and retention activities.
- Coordinate aspects of membership processing and supports data management including the accuracy of member/potential member records.
- Work collaboratively with the Senior Director, Membership Development & Retention and related team members to develop, design and update membership recruitment and retention materials and resources.
- Work cross-departmental to ensure high-level member service in addition to responding to membership and member service-related inquiries and issues in a timely, effective and efficient, manner.
- Generate and recommends methods and programs to increase member engagement in the achievement of the goals of the Association.
- Manage reporting systems to track member participation, member positions, and other membership information. Compile relevant data and statistics for use by Association staff.
Position Qualifications:
- A minimum of 2 years' experience in an association environment-related to membership, marketing, or communications.
- Comfortable in a fast-paced, dynamic work environment.
- Excellent communication, interpersonal, and customer service skills, both written and verbal.
- Experience with membership-related research and analytics.
- Experience with association management software, preferably NetForum.
- Ability to manage and prioritize numerous projects simultaneously and proven success working both in a team atmosphere and independently.
- Creative thinker and solution-oriented, problem-solver.
- Works proficiently on detailed, more minutia projects as well as "big picture" initiatives.
- Minimum of a bachelor's degree in communication, marketing or related field.
- Must be responsive, patient, courteous, and able to handle difficult situations diplomatically with members/potential members as well as with internal staff.
The salary range for the position is $70–90k, commensurate with experience. NACWA offers an excellent and comprehensive benefits package. Some out-of-town, overnight travel is required. NACWA's offices are located near the Dupont Circle area of Washington DC and easily accessible by Metro and public transportation. Our location also includes access to a gym and garage. For more about NACWA, visit www.nacwa.org.
Interested candidates should submit a cover letter (salary requirements are required), resume and writing samples to email@example.com. Resumes will be reviewed as they are received, with interviews for promising candidates scheduled on a rolling basis until the position is filled. No calls, please.
NACWA is an Equal Opportunity Employer and does not discriminate in employment and personnel practices based on race, gender, age, handicap, religion, national origin or any other basis prohibited by applicable law.


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Credit Controller (sole)
- Recruiter
- Page Personnel
- Location
- England, London
- Salary
- £14 - £15 per hour
- Posted
- 11 Jan 2019
- Closes
- 25 Jan 2019
- Ref
- 13982483/001
- Contact
- Alex Pringle
- Job Role
- Credit controller
- Sector
- Financial Services
- Contract Type
- Permanent
- Hours
- Full-time
- Level of qualification
- Not qualified
An exciting opportunity has arisen for a Credit Controller (sole) to join our new group Accounts team. The Credit Controller will be responsible for building relationships with their key customers (retailers) and managing their own accounts to ensure they are paying on time and to terms. The Credit Controller will also work closely with the Accounts Receivable Manager to implement processes and identify areas of improvement.
Client Details
The client are a large retail company who have modern, open plan, impressive offices. They specialise in skin care, hair care, cosmetics and fragrance producer. It is one of the oldest cosmetics companies in the world. They stock their products to all the major departments stores, beauty salons and online.
This role is not a sole role but they have found that candidates who come from a background in a sole position find the position easier to transfer into. The key responsibilities for this role are:
- Chasing debt via phone and email
- Using SAP for posting and allocating BACS/Cheques
- Processing employee expenses
- Setting up new suppliers and doing credit checks
- Working on portals
- Resolving queries
- Chasing in multicurrencies (accountancy)
- Chasing from large department stores
- Downloading back statements
- Chasing invoices up to £80,000
It is important that you would feel comfortable doing the whole 360 process of credit control (hence the sole role experience).
The successful credit controller (sole):
- Have previous debt collection experience in a large corporate environment
- Demonstrate excellent communication skills, both written and oral
- Have good time management and organisational skills
- Take a personable approach but resilient when required
- Have a keen attention to detail
- Retail experience would be highly desirable given the fast paced nature
- Be able to prioritise workload, especially under time pressure and meeting of all deadlines
- Ideally have experience in working with SAP
- Previous accountancy experience
Job Offer
The successful credit controller (sole) will be paid an hourly rate up to £15ph depending on experience. They are based in Central London and you must be immediately available or on short notice. The duration is not definitive but it is an ongoing role where you will be on 1 week notice. There is a strong possibility of going permanent if you make a significant impact on their results.