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Journal of the South African Institution of Civil Engineering
On-line version ISSN 2309-8775
Print version ISSN 1021-2019
J. S. Afr. Inst. Civ. Eng. vol.56 n.1 Midrand Jan. 2014
Accounting for moment-rotation behaviour of connections in portal frames
H L Albertyn; T N Haas; P E Dunaiski
Portal frames are steel structures used to construct industrial buildings. Conventional analysis techniques used by practising engineering professionals assume that the eave, ridge and base connections are either infinitely rigid or perfectly pinned. This approach leads to less accurate analysis of the displacement behaviour of portal frames when subjected to external loading. Portal frames must therefore be analysed with rotational springs at all connections to yield accurate displacement behaviour. This investigation focused on determining the accuracy and economic feasibility of modelling portal frame connections with rotational springs. The rotational spring stiffnesses of all connections were required before the portal frame could be analysed in a second-order two-dimensional non-linear analysis. The rotational spring stiffnesses unique to each connection were determined from the moment-rotation behaviour obtained from a series of finite element analysis simulations of each connection. Thereafter these stiffnesses were used to determine the vertical and horizontal displacements of the portal frame. These displacements were compared with experimental test results. The reasons for the discrepancies between the numerical and experimental results were investigated through a sensitivity analysis. The findings suggest that it is not computationally feasible to analyse portal frames with rotational springs, even though the model's predicted results are more accurate than those of conventional analysis using rigid and pin connections.
Portal frames are steel structures composed of columns and rafters with various types of connection between the structural elements. Figure 1 shows a two-dimensional view of a portal frame with a ridge connection without a haunch and eave connections with a haunch.
Column bases can be designed either as pinned (hinged) or moment-fixed (infinitely rigid) connections. Most column bases in portal frames are designed as pinned connections. This approach leads to a more economical design than portal frames with rigid column bases. Pinned bases are less expensive to manufacture and foundations are smaller since no moment resistance is required. Eave and ridge connections are usually designed as moment-fixed connections, i.e. a transfer of bending moment takes place between the connecting members. However, tension bolts within the rafter height are inadequate for developing sufficient moment capacity at the connections (Narayanan & Kalyanraman 2003). Therefore, haunched elements using tapered I-sections are introduced on the bottom flange of the rafters at the connection to increase the moment capacity of the element, instead of increasing the rafter size (Moore & Wald 2003) and (Narayanan & Kalyanraman 2003).
The current practice of design engineering professionals in South Africa is to model the portal frame as a two-dimensional structure during the analysis procedure. It is the norm for column base connections to be modelled as perfectly pinned, while the eave and ridge connections are modelled as infinitely rigid. These assumptions are flawed, resulting in incorrect displacement behaviour of the portal frame which leads to incorrect steel sections being used (Kruger et al 1995).
In addition, higher grades of steel have been rolled in South Africa over the past few decades. The yield strength of structural steel has increased from 300 MPa for 300WA to 355 MPa for S355J (SAISC Handbook 2008). This results in members having greater axial and bending resistances due to the increase in yield strength for the same member size. These stronger elements are now used in design, and result in lighter sections being used. The elastic design of steel structures for normal use is mainly governed by serviceability limit state requirements, which are controlled by the displacements of the structure (Narayanan & Kalyanraman 2003). Members are therefore initially sized in analysis according to the serviceability limit state criteria. Final design of the structure is then conducted according to the ultimate limit state requirements, which are controlled by the strength capacity of the elements. The displacement of the structure is controlled by the flexural stiffness of the member and not by the yield strength of the material. Thus, the use of higher grade steel has no effect on the allowable, informative, codified guidelines for such structures as recommended by SANS 10162-1:2005 (SANS 2005). The increase in the yield strength of structural steel does not result in a codified reduction in the displacement behaviour of the portal frame.
It has thus become necessary to determine the displacement behaviour of portal frames accurately by using proper modelling techniques and by taking the increased yield strength of structural steel into account. This paper focuses on determining the real displacement behaviour of a portal frame by modelling the real behaviour of connections in portal frames with appropriate material properties.
Moment-rotation connection behaviour
Infinitely rigid connections transfer axial forces, shear forces and bending moments between structural members. Under loading, the connections will undergo deformations as forces and bending moments are transferred between the members. Deformations caused by axial and shear forces are negligible in comparison with the rotational deformations that will occur and will therefore not be considered in this study (Kruger et al 1995). In-plane rotation of the connection is the most prominent type of deformation in portal frames, and is caused by the bending moment acting at the connection. It can thus be stated that the rotation of a connection is a function of the moment applied to it. The rotation (8) of a connection is defined as the change in angle of the structural components connected to it, that is, the change in angle between the centre lines of the column and the beam due to the loading of the portal frame resulting in a moment being generated at the connection. This is illustrated in Figure 2 (Shi et al 2007).
Conventional analyses and steel design procedures assume connections to be either infinitely rigid or perfectly pinned. Pinned connections do not transfer bending moments between structural elements and such a connection is modelled as a hinge, i.e. elements are free to rotate about each other. Fixed connections do transfer bending moments between structural elements and are assumed to be infinitely rigid, i.e. elements are not allowed to rotate about each other, although the joint with the connecting members can rotate. The real behaviour of steel connections, however, lies somewhere between these two extremes. It is illustrated in Figure 3.
Referring to Figure 3, the vertical axis (M) represents a rigid connection, whereas the horizontal axis (8) represents a hinged connection. Experimental investigations (Kruger et al 1995) indicate that the real behaviour of a connection is as indicated by the curves shown in Figure 3. The moment-rotation curve of a connection provides an indication of the characteristics of a connection in terms of stiffness, strength and ductility. The stiffness of the connection is determined by the slope in the elastic region, whereas the peak of the curve indicates the ultimate moment capacity of the connection (Kruger et al 1995).
The effect of moment-rotation behaviour of connections on portal frames
Modelling of the real behaviour of the connections will reveal the distribution of forces, the bending moments and the displacements of the structure (Gerstle 1988).
Joint behaviour
In practice a rigid connection under loading exhibits rotation as a moment develops. Before the moment is transferred between the members, some rotational deformation occurs as a result of the elasticity and real behaviour of the connection, which delays the transfer of the ultimate moment (Lui & Chen 1987). This leads to greater displacements occurring in the structure before the ultimate capacity of the connection is achieved.
Column base behaviour
Modelling column base connections using pinned supports results in greater displacements than the actual (as-built) displacements. This is due to the rotational restraint provided by the column base plate/concrete interaction of the actual connection. The rotational restraint caused by the concrete results in a moment developing at the base of the column, which is contradictory to what is assumed in the design of the base connection (Jaspart et al 2008).
Bending moments will develop at the column base if the connection is assumed to be rigid, thus resulting in greater displacements being recorded in practice compared with the theoretical analysis due to the flexibility exhibited by the actual base.
Rotational springs in structural analysis
Past research found that different types of connection can be modelled as rotational springs (Simitses et al 1984; Chan et al 2005).
As stated previously, deformations caused by shear and axial forces are negligibly small compared with rotational deformations. A rotational spring permitting in-plane rotational deformations can be incorporated between various members of the portal frame to simulate the joint stiffness. The reader is referred to Chan and Chui (2000) for the mathematical formulation of rotational springs.
Rotational springs can be assigned to individual nodes in most structural analysis software. The spring stiffness is usually provided in terms of the relationship of the bending moment to the rotation of the connection. The stiffness of each connection is obtained by taking the derivative of the moment-rotation behaviour, i.e. the slope of the initial curve. The slope of the initial linear elastic region of a moment-rotation curve is referred to as the "initial stiffness" of the connection. Serviceability limit state design guidelines refer to "limiting the elastic deflections of the structure" (SANS 2011). The structure is therefore analysed with all components remaining within their elastic response regions. In this investigation the connection stiffnesses are modelled with their "initial" stiffness, which is sometimes referred to as their "elastic" stiffness.
The investigation was conducted on a 5 m portal frame. It was divided into the following tasks:
1. An experimental investigation was conducted to determine the actual displacement behaviour of the portal frame with hinged supports (idealised conditions) and grouted supports (construction conditions) for three different loading conditions.
2. A two-dimensional numerical second-order analysis of the portal frame was conducted for the same conditions as the experimental configuration. In the analysis various methods of modelling the connections of the portal frame were considered. These included pinned, fixed and rotational spring connections. The rotational spring stiffnesses were determined from the moment-rotation curves which were obtained from a finite element analysis.
3. The experimental displacement results were compared with the numerical analysis displacement results for various types of connections to assess their accuracy.
The purpose of the experimental investigation was to determine the actual displacement behaviour of the portal frame when subjected to different loading and support conditions. The results were used as the benchmark to determine the accuracy of the displacement behaviour of the portal frame obtained from the numerical analysis.
Experimental configuration
Figure 4 shows a two-dimensional view of the experimental 5 m span portal frame with a column height of 1.5 m. All the sections are manufactured from IPE aa 100 sections. The portal frame was subjected to the load cases LC1, LC2 and LC3 shown in Figure 4, which were individually applied to the portal frame.
The individual load cases shown in Figure 4 are now described.
■ LC 1: a vertical downward load of 4.96 kN applied at the ridge which simulates the permanent load of the rafters, sheeting and purlins.
■ LC 2: a vertical upward load of 12.8 kN applied at the ridge which simulates the wind load.
■ LC 3: a horizontal load of 7.85 kN applied at the apex of the column perpendicularly to the portal frame which simulates the wind load.
Column bases are usually numerically analysed using pin supports as shown in Figure 5a, whereas the actual (grouted) support used in practice is shown in Figure 5b. From Figure 5b it is clear that the actual support does provide some degree of rotational restraint, which is due to the base plate/ concrete interaction. Both cases were experimentally investigated to determine their effect on the displacement behaviour of the portal frame.
A numerical model of the full-scale experimental test configuration was developed in Strand 7, a commercially available structural analysis software. The 1.5 m columns and the 2.54 m rafters were meshed with 0.1 m quadratic shear flexible (Timoshenko) beam elements. A series of different connections types were modelled, namely:
■ Rigid connection: These connections transfer moments between the members and are modelled as fixed. This type of connection was initially used to model the interaction at the ridge and eaves.
■ Pin connection: These connections only transfer shear and axial forces between the members and are modelled as hinged connections. This type of connection was initially used to model the column bases.
■ Rotational spring connection: These connections are neither fixed nor pinned and thus they allow the transfer of shear and axial forces, as well as a percentage of the moment, depending on the degree of fixity of the joint. This type of connection was subsequently used to accurately model the semi-fixed connections at the eaves, ridge and column bases.
A pinned support prevents vertical and horizontal displacements of the node, thus inducing vertical and horizontal forces. The same applies to the fixed support, except that the rotation of the node is restricted, thus inducing an additional bending moment. With a rotational spring, both vertical and horizontal displacements are restricted, while providing some resistance to rotation. Therefore the stiffness of the rotational spring must be determined before rotational springs can be implemented in the numerical analysis.
Rotational spring stiffness
Rotational spring stiffness is unique to each connection that is affected by the following attributes, among others: the size of the steel profiles, the size of the haunch, the number and size of the bolts, the position of the bolts, the torque of the bolts and the size of the connection end-plate. The rotational spring stiffness in the numerical simulation can also be affected by the element type, element mesh density, contact formulation, material properties and the type of analysis. The rotational spring stiffnesses were obtained by modelling a part of each connection with all members connected to the joint, using ABAQUS version 6.10-2, a general finite element (FE) analysis software. The FE simulations were conducted based on the guidelines presented by Prabha et al (2007).
These simulations resulted in a moment-rotation relationship for each connection. The rotational spring stiffness was obtained from the linear region of the moment-rotation curve within the elastic range. A previous experimental study conducted by Truter (1997) determined the moment-rotation behaviour of a haunched eave connection. The experimental rotational spring stiffness was used to determine the accuracy of the FE model. Figure 6 shows the experimental results obtained by Truter (1997) with a fourth-order regression line superimposed through the experimental results, as well as the FE simulation results.
The regression line and the FE simulation response yield results that are virtually identical for the initial linear region. Only the linear region is important for this study, as serviceability limit state requirements refer to the elastic response of the structure. Based on the exceptionally good fit, it was accepted that the techniques used in the numerical model yield accurate results for this investigation and they were thus used to obtain all the other rotational spring stiffnesses.
The reader is referred to Albertyn (2011) for a detailed description of how the moment-rotation curves were obtained for each connection. Table 1 presents the rotational spring stiffnesses for each connection.
The differences between the clockwise and anti-clockwise rotations of the eave, as well as the ridge connections, fall within acceptable limits.
The vertical and horizontal displacement responses of the 5 m span portal frame with hinged and grouted supports are presented for load cases 2 and 3. The responses of load case 1 are omitted as they yield displacement patterns similar to those of load case 2. Table 2 lists the types of connection investigated for both types of support, with a description of each displacement response used in Figures 7a through 7d and 8.
Results for load cases 2 and 3
Figure 7a presents the vertical displacement of the ridge and Figure 7b presents the horizontal displacement at the column apex when subjected to LC 2. Figure 7c presents the vertical displacement of the ridge and Figure 7d presents the horizontal displacement at the column apex when subjected to LC 3.
For ease of reference, the models that refer to the pin-supported column bases are shown as solid lines. The corresponding models referring to the grouted supports are presented as dashed lines. Table 3 presents a summary of the significant results that were extracted from Figures 7a to 7d.
In Table 3 we notice that the maximum vertical displacement difference between the models is 3.4 mm, with a maximum percentage difference of 6.2% for LC 2. Larger percentage differences occur between the various models of the horizontal displacement for LC 2 and the vertical displacement of LC 3. However, the maximum displacement differences for these load cases are 1.9 mm and 2.3 mm, respectively. Due to the insignificant displacement differences in these models, it can be assumed that the numerical models yield sufficient accuracy. The differences obtained between the numerical and experimental models can be attributed to the accuracy with which the experimental measurements were obtained.
Large displacement and percentage differences occur in the horizontal displacement for LC 3. This is clearly evident between the displacement responses of the experimental hinged and experimental grouted models. There is a displacement difference of 8.7 mm or 30.1% between these experimental models. This implies that the grouted support interface has a significant effect on the horizontal displacement of the portal frame when subjected to a lateral force. A better correlation was expected between the displacement responses of the rotational spring and experimental grouted models since the numerical model incorporates rotational springs at all connections. This led to the conclusion that other influences contribute to the difference in displacement responses which were previously thought to be insignificant, and this led to a sensitivity analysis being conducted on the grouted interface.
The aim of the sensitivity analysis performed on the column base was to identify the possible cause(s) of the inaccurate horizontal displacement behaviour produced by the numerical model with rotational springs. Since only the column base connection was changed, the sensitivity analysis focused on the effect of this connection on the displacement behaviour of the portal frame. This led to an investigation of the effect of the preload on the holding-down bolts.
Effect of preload on holding-down bolts
Ordinary bolts in bolted steel connections are tightened according to the "turn of the nut" method (Kulak et al 2001). Various experimental studies indicate that the method referred to results in a bolt preload of approximately 70% of the bolt proof stress. A further investigation was conducted to determine the effect of this factor on the displacement response of the portal frame, since the bolt preload affects the rotation of the column base connection. This led to determination of the moment-rotation curves at bolt preloads of 0%, 5%, 35% and 70%. Table 4 shows the rotational spring stiffness of the grouted column base at these bolt preloads, which were obtained from the moment-rotation curves from the FE analysis.
From Table 4 it can be concluded that bolt preload has a significant influence on the rotational spring stiffnesses. Rotational spring stiffness differences of 14% and 16% are obtained between bolt preloads of 0% and 35%, and 35% and 70%, respectively. This shows that the bolt preload could have an effect on the displacement behaviour of the portal frame.
Figure 8 shows the numerical model's horizontal displacement responses for bolt preloads of 0% and 70%, with the experimental grouted model's displacement response superimposed. Figure 8 shows that the experimental grouted model produced a horizontal displacement of 28.6 mm when a horizontal load of 7.85 kN was applied to the apex of the column. The corresponding displacements at 0% and 70% bolt preload were 34.8 mm and 23.5 mm respectively. To obtain a similar horizontal displacement of 28.6 mm, the column base rotational spring stiffness in the rotational spring model was adjusted to 52 kNm/rad.
From a close examination of Figure 8 it can be seen that the experimental response lies midway between the 0% and 70% bolt preloads. This would suggest that the rotational spring stiffness of the experimental model is approximately the average of the rotational stiffnesses of the two numerical models' rotational stiffnesses, i.e. ± 250 kNm/rad. The actual column base rotational spring stiffness in the numerical model was obtained as 52 kNm/rad, which is approximately a quarter of the expected value. This implies that the column base of the experimental grouted model is less stiff than expected. It also suggests that some slip may have occurred between the holding-down bolts and the foundation, or that the holding-down bolts were not torqued to the required 70% bolt preload. After completion of the experimental tests, careful examination of the holding-down bolts revealed that an insignificant slip had occurred at the column base. For this reason the effect that in-plane rotation has on the horizontal displacement of the portal frame was determined. Table 5 presents the magnitude of the horizontal displacement of the portal frame as a function of the column base plate rotation.
From Table 5 it can be observed that an insignificant base plate rotation of 0.260 or 0.00454 radians will result in a horizontal column apex displacement of 6.8 mm. Therefore, if the column base plate rotated insignificantly by 0.260, this would result in an additional 6.8 mm horizontal displacement of the portal frame compared with when no slip occurs. If no slip of the holding-down bolts occurred, an experimental displacement of 21.8 mm would be observed if we assume that the column base plate rotated by 0.260. A difference of 1.7 mm or 7.2% is found when this displacement is compared with the 70% bolt preload of the numerical model. Also, a difference of 0.6 mm or 1.9% is observed when the actual experimental displacement is compared with the average displacements of the 0% and 70% bolt preloads. This proves that the numerical model with rotational springs yields accurate results.
The conventional numerical approach overestimates the displacement response, which lies beyond the 0% bolt preload displacement response. The conventional approach overestimates the displacement response by 11.5% and 65.1% compared with the displacement responses of the 0% and 70% bolt preloads.
This study confirms that the numerical model with rotational springs can be used to model a portal frame, and that it does yield more accurate displacement results than the conventional analysis. The important question that must now be asked is whether the numerical model with rotational springs (updated numerical model) is an economically viable option to use in a consulting engineering practice in South Africa. This question is best answered in terms of the expertise of the designer, available software, time required for the analysis and the potential cost saving.
In terms of time, there is an insignificant computational time difference between the conventional model and the updated numerical model when a two-dimensional second-order non-linear analysis of the portal frame is performed. Accurate rotational spring stiffnesses of each connection are required before the two-dimensional analysis of the updated numerical model can be performed. This was achieved by conducting a finite element analysis of each connection, which required 12 hours of computational time per connection using a four-quad core computer with 32 GB RAM.
Also, considerable expertise in finite element analysis is required to develop a model of all the connections, taking into account the level of complexity to develop accurate numerical models. This could be achieved by an experienced graduate professional with the necessary theoretical and practical knowledge of finite element analysis. These individuals, however, attract a higher cost to company and greater consultancy fees to conduct an analysis.
The software required to perform advanced finite element analysis are expensive and usually not readily available in local consulting engineering design offices. Conventional and affordable structural engineering design software used in most design offices cannot perform the required advanced simulations to obtain moment rotation curves of connections. This leaves the design engineer unable to perform sophisticated analysis.
Based on the aforementioned reasons, and since most of the portal frame structures require a limited number of portal frames, the cost saving achieved using the updated numerical model would not make this type of analysis economically viable in a design office.
Thus, based on the findings of this research, it is recommended that portal frames in practice be analysed using the conventional approach, as it is reliable and safe. Since more accurate displacement results were obtained modelling connections as rotational springs, the recommendation is that this approach be followed for structural engineering research applications.
The scope of this study did not include focusing on the buckling behaviour of portal frames. It is therefore recommended that further research on portal frames be conducted at ultimate limit state behaviour accounting for the real behaviour of connections. Further research could also be conducted in the dynamic behaviour of portal frames with connections modelled as rotational springs
Albertyn, H L 2011. The effect of moment-rotation joint behaviour on the displacements of portal frames. MSc dissertation, South Africa: Stellenbosch University. [ Links ]
Chan, S L & Chui, P P T 2000. Nonlinear static and cyclic analysis of steel frames with semi-rigid connections. Amsterdam: Elsevier Science. [ Links ]
Chan, S L, Huang, H Y & Fang, L X 2005. Advanced analysis of imperfect portal frames with semi-rigid base connections. Journal of Engineering Mechanics, 131(6):633-640. [ Links ]
Gerstle, K H 1988. Effect of connections on frames. Journal of Constructional Steel Research, 10:241-267. [ Links ]
Jaspart, J P, Wald, F, Weynand, K & Gresnigt, N 2008. Steel column base classification. HERON, 53(1/2):69-86. [ Links ]
Kruger, T S, Van Rensburg, B W J & Du Plessis, G M 1995. Non-linear analysis of structural steel frames. Journal of Constructional Steel Research, 34(2-3):285-206. [ Links ]
Kulak, G L, Fisher, J W, Struik, J H A & Geoffrey L 2001. Guide to design criteria for bolted and riveted joints (revised edition). New York: Wiley. [ Links ]
Lui, E M & Chen, W F 1987. Steel frame analysis with flexible joints. Journal of Constructional Steel Research, 8:161-202. [ Links ]
Moore, D B & Wald, F 2003. Design of structural connections to Eurocode 3 - Frequently asked questions. Watford, UK: Building Research Establishment Ltd. [ Links ]
Narayanan, R & Kalyanraman, V 2003. The INSDAG guide for the structural use of steelwork in buildings. Calcutta, India: Institute for Steel Development & Growth (INSDAG). [ Links ]
Prabha, P, Seetharaman, S, Arul Jayachandran, S & Marimuthu, V 2007. Proceedings, Mimicking Expensive Experiments using ABAQUS, Third Abaqus User's India Meet, Bangalore, India, 24 October. [ Links ]
SAISC (Southern African Institute of Steel Construction) 2008. Southern African steel construction handbook. Johannesburg: SAISC [ Links ]
SANS 2005. SANS 10162-1:2005: The structural use of steel. Part 1: Limit-state design of hot-rolled steelwork. Pretoria: South African Bureau of Standards. [ Links ]
SANS 2011. SANS 10160:2011: Basis of structural design and actions for buildings and industrial structures. Pretoria: South African Bureau of Standards. [ Links ]
Shi, G J, Shi, G & Wang, Y 2007. Experimental and theoretical analysis of the moment-rotation behaviour of stiffened extended endplate connections. Journal of Constructional Steel Research, 63(9):1279-1293. [ Links ]
Simitses, G J, Swisshelm, J D & Vlahinos, A S 1984. Flexibly-jointed unbraced portal frames. Journal of Constructional Steel Research, 4(1):27-44. [ Links ]
Truter, A N 1997. An experimental and theoretical investigation into the non-linear moment-rotation response of bolted endplate connections in single-storey haunched steel portal frames. MSc dissertation, South Africa: Stellenbosch University. [ Links ]
Contact details:
Heindrich Albertyn
51 4th Avenue
Newton Park
Port Elizabeth
South Africa
E: email@example.com
Contact details:
Trevor Haas
Stellenbosch University
Department of Civil Engineering
Private Bag X1
South Africa
E: firstname.lastname@example.com
HEINDRICH ALBERTYN completed his undergraduate and MSc (Eng) degrees at Stellenbosch University in 2011. His research focused on the feasibility of optimising steel structures by modelling the real behaviour of connections in portal frame analysis. He is currently employed by Sigma Consulting Civil & Structural Engineers In Port Elizabeth.
DR TREVOR HAAS Pr Tech Eng is a Senior Lecturer in Structural Engineering at Stellenbosch University. He obtained a National Diploma and National Higher Diploma in Civil Engineering from the Peninsula Technikon in 1991 and 1992, an M.S. in Civil Engineering from Southern Illinois University at Carbondale, USA, in 1999, and a PhD In Civil Engineering from Stellenbosch University in 2007. His research interests include earthquake engineering, numerical modelling, structural dynamics and engineering education. He is developing an earthquake engineering centre at Stellenbosch University. He also serves on the Engineering Council of South Africa's team for the accreditation of universities of technology.
PROF PETER DUNAISKI Pr Eng, who sadly passed away in September 2011, was Professor in Structural Engineering at the Stellenbosch University. He obtained the HBEng (1974), the MEng (1984) and the PhD (1991) degrees from the same university. His research interests were experimental mechanics and steel construction, with a focus on design aspects of commercial and industrial structures. At the time of the preparation of this paper, he was also involved in code development for the South African structural engineering practice.


text:
Five members of the 2007 Hope track and field teams have been named to the U.S. Track & Field and Cross Country Association national all-academic team.
The five Hope athletes are among 324 student-athletes from all NCAA Division III institutions to receive the distinction. To qualify, an athlete must have a cumulative grade-point average of at least 3.25 and obtained an NCAA automatic or provisional qualifying mark for the national outdoor championships.
Hope athletes honored are 2007 graduate Leah Koopmans of Holland, Mich. (Holland HS), junior Lindsay Lange of Manistee, Mich. (Manistee HS), 2007 graduate Ryan TerLouw of Pella, Iowa (Pella HS), 2007 graduate Jennifer VanderMeer of Holland, Mich. (Holland HS), and junior Seth Weener of Grandville, Mich. (Grandville HS).
Both the women's and men's track and field teams have been named to the association's team honor roll.
The Flying Dutch had a cumulative 3.570 grade point average, third best among all NCAA Division III institutions. Two other MIAA women's teams achieved the honor roll distinction, Calvin (3.456) and Albion (3.450). Whitworth College of Washington topped the women's honor roll at 3.629.
The Flying Dutchmen had a cumulative 3.080 grade point average. Haverford, Pa. led the men's honor roll at 3.426. Two other MIAA men's teams joined Hope on the men's honor roll, Calvin (3.136) and Albion (3.004).

subset: commoncrawl


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On this 2012 song, LA rappers Busdriver, Open Mike Eagle, and Nocando integrate lightly ironic references to art cinema into their usual braggadocio. Fittingly for rappers from the movie capital of the world, references include Paul Thomas Anderson, craft services, and 3-D cameras. The spirit presiding over the proceedings is the celebrated German filmmaker Werner Herzog, whose films are as much daredevil stunts as cinematic stories. Herzog has dragged a boat through the South American jungles, waved a gun at Klaus Kinski, rescued Joaquin Phoenix from a wreck, and continued an interview despite being shot with a BB gun halfway through. There's hard, there's H.A.M., and then there's Herzog.


text:
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Women break 4x1 WR; men set AR in semis; men's 4x4 takes silver
LONDON - Annihilating a world record that had stood for 27 years, the U.S. women's 4x100-meter relay team on Friday night put on a dominant performance that put the U.S. atop the sprint podium for the first time since 1996. It was a night that also saw two other national records in the women's 4x100, an American record in the men's 4x100m rounds and a Team USA silver medal in a dramatic men's 4x400 relay.
With nine event finals yet to be contested, Team USA's medal count stands at 26, their highest Olympic medal tally since 30 in 1992.
World record in 4x100m
Coming off of first-round relay missteps in the last two Olympic Games, the U.S. women made up for that and more with a huge world-record win in the 4x100m. A strong leadoff by
Tianna Madison
(Sanford, Fla.) led to a race-breaking second leg by 200m gold medalist
Allyson Felix
(Santa Clarita, Calif.).
Bianca Knight
(Austin, Texas) ran the same strong third-leg that she did at the 2011 World Championships, and 100m silver medalist
Carmelita Jeter
(Gardena, Calif.) brought it home in 40.82. A stride before the finish, Jeter pointed at the clock and roared at seeing the WR.
The race crushed the world record of 41.37 run by East Germany in 1985 as well as the American record of 41.47 set by Chryste Gaines, Marion Jones, Inger Miller and Gail Devers in 1992. The Jamaican team of 100m gold medalist Shelly-Ann Fraser-Pryce, Sherone Simpson, Veronica Campbell-Brown and Kerron Stewart was second in a national record of 41.41, and Ukraine was third, also in a national record, in 42.04.
Men's 4x4 pulls together for silver
With the ranks of their relay pool decimated by injury, the U.S. put in a strong showing to take silver in the men's 4x400 meters.
Chris Brown gave the Bahamas a slight lead over Team USA and
Bryshon Nellum
(Los Angeles, Calif.) after the first leg, an order that held through second legs by Demetrius Pinder and
Josh Mance
(Los Angeles, Calif.), respectively. Running an impassioned race,
Tony McQuay
(Gainesville, Fla.) moved into the lead 150 meters into the third leg, ahead of Michael Mathieu of the Bahamas by just over a stride at the final hand-off.
The anchor leg pitted two-time Olympic 400m hurdles gold medalist
Angelo Taylor
(Atlanta, Ga.) against Ramon Miller. Angelo held off Miller until the final meters, when the Bahamas took the gold with a national-record time of 2:56.72. Team USA was second in 2:57.05, with Trinidad third in a national record of 2:59.40. Of the U.S. lineup, all but Taylor was a first-time Olympian; heading into the final, three of the original six relay pool members were injured since the Games began: 2008 400m gold medalist
LaShawn Merritt
(quad), 2004 400m gold medalist
Jeremy Wariner
(hamstring) and
Manteo Mitchel
l (broken leg).
American record for 4x100 relay
The men's 4x100m relay team of
Jeff Demps, Darvis "Doc" Patton, Trell Kimmons
Justin Gatlin
broke the American record in Friday night's semifinal round, running 37.38 to break the previous record of 37.40, first run by Michael Marsh, Leroy Burrell, Dennis Mitchell and Carl Lewis at the 1992 Olympic Games in Barcelona. At that time, the performance was a world record. The time was then matched at the 1993 World Championships by Jon Drummond, Andre Cason, Mitchell and Burrell. Jamaica won the other semifinal heat in 37.39.
More finals
The evening's middle-distance events were studies in strategy. In the women's 1500m, the pack came through 800m in a very slow 2:23.97.
Shannon Rowbury
(San Francisco, Calif.) positioned herself next to the rail and ran in third place for most of the race, with
Morgan Uceny
(Mammoth Lakes, Calif.) not far behind.
At the bell, Rowbury was fifth and Uceny sixth, but as soon as the bell lap began, Ucency appeared to be struck by the back-kick of the runner ahead of her and fell to the track in tears. Rowbury continued on to place sixth in 4:11.26. Turkey went 1-2 with Asli Alpetkin (4:10.23) and Gamze Bulut (4:10.40); Maryam Jamal of Bahrain was third in 4:10.74.
In the women's 5,000m final, a conservative early pace led to an Ethiopian and Kenyan break-away. Meseret Defar of Ethiopia claimed the gold in 15:04.25, with Vivian Cheruiyot of Kenya second in 15:04.73 and Tirunesh Dibaba of Ethiopia third in 15:05.15.
Molly Huddle
(Providence, R.I.) placed 11th in 15:20.29, and
Julie Culley
(Clinton, N.J.) was 14th in 15:28.22.
In the men's pole vault final,
Brad Walker
(Mountlake Terrace, Wash.) missed at all three attempts at 5.65m/18-6.5 and did not record a mark.
Women's 4x400 advances
The women's 4x400m relay team of
Keshia Baker
(Los Angeles, Calif.),
Francena McCorory
(Hampton, Va.),
Diamond Dixon
(Lawrence, Kan.) and
DeeDee Trotter
(Orlando, Fla.) easily advanced the U.S. to Saturday's final, winning their semifinal heat in 3:22.09; Jamaica won heat 1 in 3:25.13.
Team USA Medal Count - 26 total
Gold (8)
Women's 4x100m relay (T. Madison, A. Felix, B. Knight, C. Jeter), 40.82WR
Ashton Eaton (Eugene, Ore.), MDEC, 8,869
Christian Taylor (Daytona Beach, Fla.), MTJ, 17.81m/58-5.25
Brittney Reese (Gulfport, Miss.), WLJ, 7.12m/23-4.25
Aries Merritt (Bryan, Texas), M110H, 12.92
Allyson Felix (Santa Clarita, Calif.), W200, 21.88
Jenn Suhr (Churchville, N.Y.), WPV, 4.75/15-7
Sanya Richards-Ross (Austin, Texas), W400, 49.55
Silver (11)
Men's 4x400m relay (Bryshon Nellum, Josh Mance, Tony McQuay, Angelo Taylor), 2:57.05
Trey Hardee (Austin, Texas), MDEC, 8,671
Will Claye (Imperial Beach, Calif.), MTJ, 17.62m/57-9.75
Jason Richardson (Los Angeles, Calif.), M110H, 13.04
Lashinda Demus (Palmdale, Calif.), W400H, 52.77
Leo Manzano (Austin Texas), M1500, 3:34.79
Dawn Harper (Los Angeles, Calif.), W100H, 12.37
Erik Kynard (Manhattan, Kans.) MHJ, 2.33m/7-7.75
Michael Tinsley (Round Rock, Texas), M400H, 47.91
Carmelita Jeter (Gardena, Calif.), W100, 10.78
Galen Rupp (Portland, Ore.), M10,000m, 27:30.90
Bronze (7)
Janay DeLoach (Fort Collins, Colo.), WLJ, 6.89/22-7.25
Carmelita Jeter (Gardena, Calif.), W200, 22.14
Kellie Wells (Orlando, Fla.), W100H, 12.48
Justin Gatlin (Orlando, Fla.) M100, 9.79
DeeDee Trotter (Orlando, Fla.), W400, 49.72
Will Claye (San Diego, Calif.), MLJ, 8.12m/26-7.75
Reese Hoffa (Athens, Ga.), MSP, 21.23m/69-8
Team USA Quotes
Carmelita Jeter, women's 4x100 relay:
"It feels great. We ran as a team. Everyone ran a great leg and we got that stick around and a gold medal and a world record."
Allyson Felix, women's 4x100 relay:
"It's a relief – a joy. We went into it so comfortable. We were laughing. We were very comfortable in practice with each other."
Tianna Madison, women's 4x100 relay:
"I'm not surprised (on the gold medal) based on the first round and clean baton passes."
Bianca Knight, women's 4x100m relay:
"I'm happy to be part of a world-record and gold-medal relay in my first Olympics. After the first round, I knew the Olympic record was possible. We went out there and executed and got a world record."
DeeDee Trotter, women's 4x400 relay:
"I think Team USA – our expectations of being the #1 Track Team is what we all carried. We work hard as a country to maintain this. It's what makes us have our USA pride. We want to be number 1 – not just on the podium but in the world."
Diamond Dixon, women's 4x400 relay:
"Sanya (Richards-Ross) told me to be aggressive. She said to stick it and just run with it and that's what I did.
(on if she will run in the final): "I want the best thing for Team USA. I will run my heart out if I run."
Keisha Baker, 4x400 relay:
"This is great. It was my first time running the first leg. My coach and teammates gave me comfort, gave me great support and that gave me great confidence. The job was done. I felt like we did our job tonight."
Francena McCorory, 4x400 relay:
"My handoffs were great. I felt like we did a smooth ride. We're ready to rock and roll. Everybody will give their best. We'll put our best team together tomorrow."
Justin Gatlin, 4x100m:
"This was my first time running anchor ever, to win and to set the American record is special. When we come together we can break records like we did today."
Trell Kimmons, 4x100m:
"It's a blessing that we made sure we had safe passes. I look forward to the finals. We wanted to prove to ourselves and to the world that we're on track to put on a show tomorrow."
Jeff Demps, men's 4x100m relay:
"I just wanted to come out and have fun and enjoy the moment. There was no pressure, I was just excited."
Doc Patton, men's 4x100m relay:
"We will put the best four out there (finals). If I am part of it, I will run my hardest. If not, I will be their biggest cheerleader, pom poms, skirt and all."
Bryshon Nellum, men's 4x400 relay:
"Overall I felt good. This was my first experience and my first Olympic medal. Unfortunately we didn't get the gold to continue the tradition, but we at least got some hardware to bring home to the United States. Everybody did their best and tried hard, and that's all that mattered."
Josh Mance, men's 4x400 relay:
"We have always risen beyond injuries. We all have been injured but we all learn to come back."
Tony McQuay, men's 4x400m relay:
"I did my job for the day. I'm disappointed it wasn't enough. The outcome is not what we wanted, our mission was gold. We got silver, but we have to be blessed with our opportunity today, because a lot of people don't have this opportunity, and God selected us four people to come out here and run this relay."
Angelo Taylor, Men's 4x400m relay:
"I feel like we have the best 400m in the world, and we did take some hits this year. We lost a lot of guys...and we had a lot of young guys step up and help us get silver. Tony ran a phenomenal leg and got me where I wanted to be, which is the lead. I felt pretty good for 300, then normally I have the kick, but I tried to hit it...and I just didn't have it today."
Manteo Mitchell men's 4x400 relay:
"I'm heartbroken. I really wanted the gold. You never know what I could have done. Everyone gave it their all. I am just grateful to be here. It's not about me, it's about this. A lot of people think this is an individual sport but it isn't - it's a team sport. We will be able to bounce back at World Championships. Next year, we will not lose."
Shannon Rowbury, women's 1500m:
"I am disappointed of course. I was right there. I was getting really lucky throughout the race. I tried to go for it in the last 100 but didn't quite get it."
Molly Huddle, women's 5,000m:
"I probably did not recover from the rounds. I did the best I could. I am happy I made the final. This year has been up and down for me. It was a great experience, still fun."
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Blog Archives
The Titanic and the Iceberg: Would you have survived?
Titanic Rhapsody from Jina Bacarr on Vimeo.
Titanic: Iceberg and the Sinking
On April 14, 1912, the Titanic struck an iceberg at 11:40 p.m. and sank at 2:20 a.m.
Would you have survived?
What were your chances?
Find out in my post today as we experience what it was like that night through the eyes of a first class lady, a second class gentleman, and an Irish family in steerage class.
You might be surprised.
Crossing the English Channel has always held a wildly mystical attraction for me, whether it was war-weary soldiers returning home from battle or long-suffering French aristocrats escaping Madame Guillotine. There was something brave and noble about standing on the deck of a ship with a fierce wind blowing in your face, angry waves crashing against the hull and sea spray wetting your lips with a briny taste.
Or so I believed. I had my own narrow escape from the ravages of the cold sea on such a trip. I never forgot it.
Boarding the ship at Oostende, Belgium with only my backpack and naïveté for company, I was eager to get to London to visit a friend studying there. So what if the ferry was overbooked and the weather was stormy? I was tough, I could take it.
I nearly froze to death when I lost my balance as the ship rolled on the swell of the sea and I slid across the deck like a greased seal. I ended up cold and wet and hanging onto the rail for dear life.
I never forgot my youthful folly and many times while writing about the sinking of the Titanic, I pulled up those emotions to try to understand what my characters were experiencing on that fateful night, April 14, 1912, when the ship hit an iceberg.
Bitter cold, calm sea and freezing water.
Let me recreate the scene for you at 11:40 p.m. that night.
Contrary to what some films and TV shows have depicted, most passengers were asleep or reading in their cabins when the Titanic hit the iceberg. They were not enjoying a party-like atmosphere in the dining saloons drinking champagne and dancing. The public rooms closed down around 11 pm in all classes. It is true that diehard poker players like my hero in Titanic Rhapsody, Captain Lord Jack Blackthorn, were busily engaged in a game of poker or bridge whist in the smoking room.
The Titanic glided as smoothly as a haughty swan over the sea on that starlit night. No moon. Which is why it has been speculated that the two lookouts didn't see the one-hundred-foot tall iceberg until the last minute (they had no binoculars—a ship's officer was transferred at the last moment and took the key to the locker with the binoculars with him).
"Iceberg right ahead!" shouted the lookout into his telephone to the bridge. He rang the bell three times.
For thirty-seven seconds the two lookouts waited as the ship appeared to be heading straight for the iceberg. The ship's first officer tried to avoid the berg and ordered the ship turned to port (left). What happened next no one saw coming . . .
The Titanic was cruising close to top speed in spite of the iceberg warnings. This was not unusual. According to the thinking of that time, Captain Smith was justified in getting through the ice region as quickly as possible. What he didn't know was that the ship was on a direct collision course with the berg, a huge mass of ice that had traveled farther south than was ever thought possible.
The cold Labrador Current swirled around the iceberg to form a protective layer, which insulated it from the warming effects of the Gulf Stream and prevented it from melting.
Pushing the iceberg into the shipping lanes.
The Titanic never had a chance.
The White Star Line ship smashed into the iceberg along her starboard (right) side, slashing open a 295 foot gash that doomed the ship. The passengers snug in their beds or enjoying a hot whiskey and water in the smoking room had no idea that five possibly six of her sixteen compartments were flooded.
Or that the mail hold down on G deck was rapidly filling with water. Or that down in the boiler rooms the air was heavy with steam as the engineers tried to pump out the water in boiler room 5, praying the bulkheads would hold. (The hull plates of the Titanic were held in place with 3-lb. rivets—three million rivets total.)
Thomas Andrews, the ship's designer, did a quick assessment of the damage—the Titanic could float with two, three, even four of her first watertight compartments gone, he said, but not five. The ship had an hour, no more than two to survive.
After conferring with Mr. Andrews, Captain Smith ordered the wireless operator to send out the distress signal CQD (the British landline operators' signal "CQ" was for "all stations" with the addition of "D" by the Marconi company for added emphasis—danger ). He added an "SOS" (adapted because of its distinctive Morse Code pattern of three dots . . . three dashes…three dots) with the Titanic's call letters: "MGY."
Where are Katie and Jack, my heroine and hero in Titanic Rhapsody, when first class passengers feel a "jar" in their staterooms? Or when the steerage passengers are tossed about in their bunks only to find seawater seeping in under their cabin doors?
I wish I could tell you…but I can't or I will spoil the romance. I will say that Katie and Jack experience all the fear and dread of the passengers that night when the Titanic hits the iceberg.
To give you a feeling of what happened during those last hours, we'll go through what a first cabin lady experienced, then a second class gentleman, and finally, a family in steerage.
First Class Lady
If you're a first cabin lady, you're most likely asleep in your cabin where it's cozy and warm with the electric heater going, the lights dim, when suddenly something jolts you awake. Strange, you think, but nothing to be alarmed about. You try to go back to sleep until you realize the engines have stopped. Here, in the middle of the Atlantic?
You're curious, but not worried since everyone says the ship is unsinkable. You throw a heavy coat over your nightdress and peek outside, running down the corridor in your soft satin slippers. Others are about, gossiping, yawning, until the bedroom steward in a very nice manner tells you to put on your lifebelt and go up on deck.
In this cold? you ask him. Yes, he tells you, though he assures you it's merely a matter of precaution. Begrudgingly, you tell your lady's maid to help you put on your corset, then fasten on the lifebelt made of six squares of cork. All the while the girl frets about, saying you're all doomed. At the last moment, you grab your gloves and hat and scarf and join the other ladies and gents on the Boat deck.
Ah, there's nothing to worry about, you decide, relieved. The ship's musicians are playing a lively ragtime tune and everyone is chatting about the chunks of ice on the forward well deck—then a ship's officer orders you into a lifeboat. Yes, orders you, like you're a common servant. Why, the nerve of the man.
Women and children first, he says. What about the gentlemen? You hear someone whisper men are being allowed into the boats on the starboard side, but not here. Why get into the boats at all? you wonder, believing you're safer on the ship than that small boat.
Then someone says the Titanic is sinking . . .
It can't be that serious, can it? you wonder, not believing it possible You wait with your maid on the port side of the ship, watching the ladies being separated from their husbands and put into the lifeboats. Boats not even half-filled. No need to hurry. You hear someone say they'll be laughing about this over breakfast.
Really? You start to shiver from the bitter cold…frosty puffs of air come out of your mouth when you speak. Unbelievable noise fills your ears. From the boilers, someone says. Ladies screaming as they're pulled from their husbands' arms. Then you notice the ship is listing heavily to one side. Well, what are you waiting for? Get into the damn lifeboat!
You don't protest when a seaman tosses you into a boat. Then your maid. After all, you're the lucky ones, you realize as the boat is lowered over the side and hits the water. The lifeboat pulls away from the ship so as not to be pulled down by the suction when the ship sinks . . . yes, it is true. The Titanic is going down.
You put your shoulder to the oar and row . . . listening to the whispers that a rescue ship is on the way…the Carpathia. Will it arrive in time?
Will it?
Not if you're a gentleman in second class.
Second Class Gentleman
You're anxious to get to New York and start your new job—and thrilled to be on the Titanic's maiden voyage. Who would have thought you'd find yourself walking the second class promenade deck late at night, your hands in your pocket, your mind on the pretty girl you met earlier in the day? Still, you've no time for romance. You've got family back in England needing the money you'll send home to them. It's nearly midnight. Time to turn in for the night.
You head for the second class staircase when—
Wait, what was that? Did you feel a bump?
You rush to the starboard side—good God, was that an iceberg? Did we hit it? you wonder. No alarm sounds, though you don't find out until later the Titanic has no PA system and relies on the three hundred stewards to alert the passengers to put on their lifebelts and go topside.
You wait, noting the other passengers seem calm and no one is in a hurry to get into the lifeboats. Then you spy the pretty girl you had your eye on over on the port side. She's trying to convince her aunt to get into a lifeboat. She's grateful when you charm the older woman and talk her into getting into a boat with her niece following her. Then you see the girl waving at you as the boat is lowered over the side. She's smiling. Tears in her eyes.
You'll never forget that smile.
No time to waste. The chap you share a cabin with finds you and tosses you a lifebelt. The grim look on his face tells you that you'll both need more than a lifebelt to make it. No men are allowed into the boats here on the port side, so you do your duty and assist the women and children getting into the boats.
It's been more than two hours since the Titanic hit the iceberg and she's listing heavily.
The last few minutes are chaotic. Men rush the lifeboats, then a shot rings out—they're pushed back. You help a woman get into a boat, then someone hands you a baby. You give it to the woman before the boat is lowered.
No more wooden lifeboats left.
You try to help the ship's officers launch one of the four collapsibles when suddenly there's a thunderous explosion. You're blown clear of the ship, but after swimming long, hard strokes, your hands swell up, your legs go numb and your back feels like it's breaking in two.
Cries, screams ringing in your head, people clinging to you, clutching you around the throat, dragging you down underwater. You can't breathe, you're choking. Then the cold . . . the bitter, freezing cold . . .
The last thing you remember is the pretty girl's smiling face . . .
But what if you can't get topside?
Steerage Class Family
It is time to speak of the steerage passengers, who until now have waited patiently for a steward to bring them up on top to get into the lifeboats.
Well, not all the third class passengers have been patient.
How could you be if you're a good wife and mother and your family's lot depends on you getting to the lifeboats?
Holy Mary, you've had time of it since you boarded the Titanic at Queenstown. Getting the two little ones, Mary and Bridget, settled in their bunks with Danny, a lad of ten, wanting so to follow his da around the ship.
And then there's Patrick, your man. A strong, blustering bloke with strong hands and a big heart. Him always ready to enjoy a pint after a hard day's work and eager to give you a hug and a kiss when you're weary from toiling from dawn till night.
"You'll have a better life in America," he promises you, after buying passage on the grand ship. And now look at the lot of you. Huddling in the stairway down here on E deck like drowned rats after the seawater came flooding into your cabin. The ship hit an iceberg, they say, split her open where you're quartered in the fore part of the ship in the married couples section.
And would you believe the likes of them stewards shouting and hollering to put on lifebelts that don't exist? Only through the help of the good Lord did Patrick find belts for you and the children. And now they won't let you through the gate to go topside?
"Have you no heart, man?" Patrick yells to the steward, asking him to let his family through. No, he tells him, you have to wait. Then you put your hands over the girls' ears when Patrick lets go with a barrage of expletives and his fists. He pushes the steward aside and bangs on the barrier. With help from the other men, down it goes with a loud crash.
Then Patrick picks up the girls, one in each arm, and orders you to grab Danny and go ahead of him. Up the stairs you go, the companionway taking you up to the next deck. Then someone says go through the second class door and somehow through Divine grace you find your way up on top.
Oh, such chaos you've never seen. People yelling and rushing about like frightened mice with their tails caught in the jaws of a hungry cat. Patrick, good man that he is, doesn't stop. From boat to boat he goes until he finds one that will take you and the girls. And Danny.
But not him.
"Women and children first," orders the ship's officer, shaking his head. Patrick nods. He knew all along there's no place for him, but he didn't let anything stop him until his family was saved.
God bless him.
"A kiss to you, lass," he says, brushing your lips with his, then he tosses you into the boat and it's lowered away. You huddle in the lifeboat with your children close to you. The sea is so calm, so smooth, the piercing screams and pitiful pleas for help sound sharp and clear in your ears, but you can't cry. That will come later. Now you have to be strong. For the girls and Danny.
Patrick would want it that way.
And there you have it. A trio of passengers and how they fare on that fateful night. Then at 2:20 a.m. on April 15, 1912, the Titanic breaks in two and sinks into the North Atlantic, a pale gray vapor hanging like smoke over the spot where she disappears.
For the passengers and crew, cold and freezing in the lifeboats, it will be hours before the rescue ship Carpathia reaches them. Then it's on to New York. Between twenty and thirty thousand people crowd Chelsea Piers when the Carpathia steams into New York Harbor around 8:30 p.m. on Thursday, April 18, 1912.
Even the aftermath of the Titanic is dramatic. Reporters hire their own tugboat to try to get to the passengers first and buy their exclusives stories; the newspapers blast the headlines for days about the society folks on board (third class passengers don't fare as well—they're sent to homeless shelters and their names don't appear on the survivors' list); and the U.S. Senate subcommittee holds hearings at the Waldorf-Astoria, interviewing first class passengers and crew.
We've come to the end of our journey on the Titanic and a grand tale it is. Before I go, I want to take one last look at the ship of dreams, though I shan't walk her decks or open doors to her cabins.
No, I want to take one more walk down her sweeping Grand Staircase with the great glass dome overhead like Katie O'Reilly, my heroine, does in Titanic Rhapsody. We see the stars peeking through, heavenly witnesses to all that is elegant and romantic. A place of enchantment where everything is unique to this time, this place. Katie can't believe she's really here and neither can I.
I quicken my pace and leave the ship, knowing the Titanic will stay with me always.
Tomorrow I will pay tribute to the victims and survivors of the Titanic and answer your questions.
I pray you will join me.
My Titanic romance "Titanic Rhapsody" is available on:
US: Amazon Kindle and Amazon KU http://a.co/1wSE0rb
UK: Amazon Kindle and Amazon KU http://amzn.eu/75Lw9NS


text:
With the help of the bishopric, auxiliary leaders, and quorum leaders, regularly clean out the library and discard unused or unauthorized materials. Make sure that you keep the materials in the library organized and accessible. Only books and audiovisual materials produced and distributed by the Church may be stored in and circulated from the meetinghouse library.
Acquiring New Materials
Meetinghouse libraries provide "resources to help members learn and teach the gospel. The ward Sunday School presidency oversees the meetinghouse library" (Handbook 2, 12.6).
Requests for purchasing new materials and equipment should be based on the above paragraph and on the evaluation of materials presently available in the library as well as on evaluation of new materials that are listed in the Meetinghouse Library Materials or that are available through Church distribution centers. In large wards, several copies of certain items may be needed to meet the demand of multiple use in classes studying the same topic, as well as for use by individuals and families in the home. For more information about the items listed in the Meetinghouse Library Materials, visit store.ChurchofJesusChrist.org.
Regarding financing for meetinghouse libraries, the Sunday School presidency recommends "an annual budget for the library after consulting with the ward librarian" (Handbook 2, 12.2.2).
Discarding Materials
Materials that are no longer needed or that should not be stored in the library should be discarded. More specifically:
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The Little Princess Ball, a dance for young girls in kindergarten through fifth grade and their adult male escorts, will take place from 3-5 p.m. Saturday, Feb. 9, 2013, at two locations: Brunswick Center at Southport, 1513 N. Howe St. in Southport; and South Brunswick Island Center, 9400 Ocean Highway West (U.S. 17) in Calabash.
This event is sponsored by Brunswick County Parks and Recreation, Communities in Schools of Brunswick County, Brunswick Community College and Brunswick Senior Resources Inc.
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On Nov. 6, Americans voted to return Barack Obama to the White House; then on Nov. 7, some folks in Louisiana petitioned the White House to peaceably withdraw their state from the Union.
According to the White House website, the petition was created by Michael E. (full last name not provided) of Slidell, La., the day after the election and has since been electronically signed by a few hundred people, most – but not all – of whom hail from the Pelican State.
"We petition the Obama administration to: Peacefully grant the State of Louisiana to withdraw from the United States of America and create its own NEW government," the petition reads.
It continues, "As the Founding Fathers of the United States of America made clear in the Declaration of Independence in 1776: 'When in the Course of human events, it becomes necessary for one people to dissolve the political bands which have connected them with another, and to assume among the powers of the earth, the separate and equal station to which the Laws of Nature and of Nature's God entitle them, a decent respect to the opinions of mankind requires that they should declare the causes which impel them to the separation.'"
The petition concludes with a further quote from the Declaration of Independence: "'Governments are instituted among Men, deriving their just powers from the consent of the governed, that whenever any Form of Government becomes destructive of these ends, it is the Right of the People to alter or abolish it, and institute new Government.'"
The petition has until Dec. 7 of this year to gather 25,000 signatures, at which time, the White House pledges, it will be placed on a queue for response from the administration.
The White House created the "We the People" petition site ostensibly as a way of giving all Americans "a way to engage their government on the issues that matter to them."
"The right to petition your government is guaranteed by the First Amendment of the United States Constitution," the page reads. "We the People provides a new way to petition the Obama Administration to take action on a range of important issues facing our country. We created We the People because we want to hear from you. If a petition gets enough support, White House staff will review it, ensure it's sent to the appropriate policy experts, and issue an official response."
The page also explains, "You have just 30 days to get 25,000 signatures in order to get a response from the White House."
Once the White House does draft a response, it has pledged to send it via email to everyone who has signed the petition (registration on the site with a valid email address is required to sign petitions).
To view or even sign the petition, click here.


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WorldNetDaily Exclusive
Another Obama puzzle: 3rd grade in 2 countries?
Photo at Hawaii school doesn't line up with State Department info, registration
Scott Inoue says this photo shows him with Barack Obama Jr. as classmates at Noelani Elementary School in Honolulu in 1969.
The release of two sets of State Department documents through a Freedom of Information Act request has given new life to the puzzle of how Barack Obama could have attended third grade in Hawaii, as claimed by a classmate, while he has stated he was living in Indonesia at the time.
The indication Obama attended third grade in 1969 at Noelani Elementary School in Honolulu comes from an old photograph made public by classmate Scott Inoue. The informal photo shows Obama and Inoue against a background of what appears to be Christmas drawings by schoolchildren posted on a classroom bulletin board.
"The photo shows Barack Obama's arm around me in the third grade at Noelani in 1969," Inoue told WND. "My mother wrote that inscription on the bottom of the photograph at the time the picture was taken."
The inscription reads: "Scott & Barry 3rd grade 1969."
WND asked Inoue how Obama could have been with him in Hawaii in the third grade, contrary to the accepted narrative placing Obama in Indonesia at the time.
"I don't have any explanation," he said.
Obama's Honolulu kindergarten class
"Truthfully, I didn't even remember that Barack Obama was in my class at Noelani until that 1966-1967 kindergarten class photo surfaced, showing Barack and me in it," Inoue said. "Then my mother found the picture of the two of us together in third grade, in 1969. Otherwise, I probably would never have remembered."
How many times did Obama leave Indonesia?
The State Department Freedom of Information Act documents establish Obama must have accompanied his mother in October 1967 when she flew on Japan Airlines to Jakarta, Indonesia. Dunham filed a form with the State Department Oct. 21, 1971, to obtain an exception allowing her to enter the United States on her then-expired 1965-issued U.S. passport No. 777788.
As WND has previously reported, Obama was included as a child on his mother's passport until Aug. 13, 1968, when Dunham applied to the State Department to exclude him, identifying him with an Indonesian name as Barack Hussein Obama II (Soebarkah).
Arriving in Indonesia in October 1967, Barry Soetoro was registered for school immediately and started classes in January 1968.
As WND reported, the Associated Press published a photograph of Obama's registration card at Indonesia's Francis Assisi school in Indonesia. The document showed "Barry Soetoro" was enrolled with serial number 203 to begin school in the Catholic Franciscan Assisi Primary School, in Jakarta Jan. 1, 1968, and that he was enrolled in Class 1B. It also identified him as an Indonesian citizen whose religion was Muslim.
An AP spokesman affirmed to WND that the photograph of the registration card was authentic.
"In Indonesia, I had spent two years at a Muslim school, two years at the Catholic school," Obama wrote on page 154 of his autobiography "Dreams from My Father," establishing he had been in Indonesia from 1968 to 1971, from the age of 6 until 10.
Obama also wrote on pages 53-54 of "Dreams from My Father" that he traveled back from Indonesia alone late in 1971 to arrive in Honolulu before his father was scheduled to visit during Christmas and New Year's 1971.
The Oct. 21, 1971, exception request filled out by Dunham to regain entry to the United States on her expired 1965-issued passport documents she traveled from Jakarta to Honolulu on Pan American Airlines Flight 812, leaving Oct. 20, 1971, and arriving in Honolulu Oct. 21, 1971.
Obama also states on page 62 of "Dreams from My Father" that his father, Barack Obama Sr., traveled from Kenya to Hawaii two weeks after his mother traveled from Indonesia to Hawaii and that his father returned to Kenya and his mother returned to Indonesia after New Year's Day, Jan. 1, 1972.
There is nothing in "Dreams from My Father" to suggest Obama left Indonesia twice to return to Hawaii. The only trip back to Hawaii from Indonesia ever discussed by Obama in his autobiography is the trip home in 1971 to see his father.
As WND has reported, Noelani Elementary School has refused requests to release any records pertaining to Obama's school attendance.
No explanation
Inoue told WND he doesn't remember how long Obama was at Noelani Elementary in 1969.
"I'm not sure he was there the whole year. I just don't remember. It was a long time ago, and my memory that far back is not very clear," he said.
Still, Inoue is convinced the photo is authentic and the handwriting is his mother's, written in 1969.
"That's my mother's handwriting at the bottom of the photo," Inoue said. "She wrote that inscription at the bottom of the photo in 1969, at the time the photo was taken."
He doubted his mother would have been mistaken.
Tracing back from 1966-1967 as their school year together in Kindergarten, Obama and Inoue would have been in first grade during school year 1967-1968; second grade during 1968-1969; and third grade during 1969-1970.
This timeline would have made Mrs. Inoue's inscription the correct year for third grade, except that Obama left Hawaii for Indonesia in October 1967 and enrolled Jan. 1, 1968, at the Catholic Franciscan Assisi Primary School, in Jakarta, for the first of his two years at that school.
After attending the Catholic Franciscan Assisi Primary School, the official Obama school timeline has him enrolled at Sekolah Dasar Negeri Besuki, a public school in the Menteng District of Jakarta.
The exact date Obama enrolled at the Sekolah Dasar Negeri Besuki public school remains unclear, as no school registration documents have yet surfaced.
But the official Obama school timeline remains that he left Hawaii at age 6, in 1967, and did not return to Hawaii until in 1971, at 10 years old.
Even Inoue remains confused.
In concluding the interview, he asked, "If you ever figure it out, would you please let me know?"
Inoue currently works as a chiropractor in Stockton, Calif..
The State Department released two separate batches of Freedom of Information Act documents July 29 relating to Dunham's passport records. The first set was released to Christopher Strunk. The second set was released to Kenneth Allen.
If you would like to sound off on this issue, participate in today's WND Poll.


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Banshee Beat Appreciation
edited January 2012 in Animal Tracks
"If we're miscommunicating do we feel the same?" Gets me every time.
That's a great line. And it's a great song. My all-time favorite AC song. It's just so gorgeous. Have you heard the 2009 live version of it? Unbelievable.
No I have not, I need that boot (in High Quality). Fav. AC song this summer, really got my brother into the band.
It was available on FLAC when Gets was up. You might be able to find it on Collected Animals.
link? I love it, The lyrics paint emotions with pictures which is a rare lyrical talent. Just two chords going back and forth in a hypnosis like progression with several different variations of the singing melody. I always get the chills when he yells "POOOOL!" I don't think that I like you anymore but I got new feelings from the feelings store. Every lyric of that holy crap. I'm still trying to make sense of the title though. It deffinetly has a "Beat" and Banshees tend to scamper off quick but that's all I know about them. And I think a vehical from Halo.
Sorry, I wouldn't know where to go to find a link. The Gets section used to have it, but when the site when down, all the stuff in there vanished. I don't remember the date, I'll try to find it later, though. Right now I've gotta go get ready to go out.
This song pulled me out of my first depressive patch, so not only is it a brilliant song but also i feel emotionally attached to it, that and i think i can .!
what were all the alt. titles for FEELSongs? DID YOU SEE THEM BIRDS? = WHITE ANTELOPE PURPLE BOTTLE = BBB (Big Big Beat!) BANSHY BEAT = Ghost Chase? or was that alsoPurpBotHell? can't remember! LOCH RAVEN = LAKE! TURN INTO SOMETHING = COUNTRY FUCK (haha!) country fuck! daffy duck! out of luck! hockey puck!
I just try not to understand your posts anymore, they just confuse me !
There's meaning within.
FEELS was going to be called Pacifier imagine a world where Indian was called Ark and Feels Pacify Her! also my AC / Depeche Mode mash up album: FEELS EXCITE HER HERE COMES THE INDIAN TO VIOLATER oh go?
You said it right oh go...
"reach out and touch the indian" I...I might not hate that mashup.
"Fav. AC song this summer" lord yes banshee beat+ summer= some sort of indescribable magic.
Indeed it is magic!
People (specificallytikwid) sounds like a mashup of all the feels songs to me.
You have your fits I have my fits But feeling is good
Painting feelings with words. But the soldier in the painting reveals your secret face, when a parrot told me just how I can make you smile, gonna let you do your thinking if you need a while.
If I had to pick a favorite AC song it would have to be Banshee Beat. The way it progresses is really great. The calm slow start with Avey's almost whisper-like voice is beautiful. Then the percussion comes in and really lifts the song up. And for me, the lyrics in Banshee Beat bring out more feelings in me than any other song. Overall just an amazing song.
I like the end how all the rythems and sounds progress into what seems to be someone churning butter, or a something of that sort.
Ah, I know just what you mean. I like that too. It sounds like a sample that they've used before. Maybe the end of Street Flash? I can't tell though because Street Flash seems to have more effects over it.
This song defines the peak of my life where I was discovering myself, doing a lot of aimless self-discovery that I wanted to mean so much, but felt like it never did. In retrospect, that aimlessness and sense of desire for something real means so much to me, ironically, and this song defines that feeling. I can't get over how much I've been moved by this song. The line "confusion's not a kidney stone in my brain / if we're miscommunicating do we feel the same" is so powerful. The whole song, lyrically to me, is about how far a small complication can go, unraveling, but the atmosphere of it all is very melancholy. Like he's regrettably telling a tale as it's actually occurring in real-time that he really doesn't want to happen at all, but it just keeps happening. And the pinnacle of it is him saying "This is normal. It's normal to feel this way. If we both disagree, isn't that unison?" And then he's just like talking about going swimming, because if he's "flushed out" he doubts he'll find the swimming pool. Saying that regardless what's happening, there's no reason not to just live and enjoy, because if he's not living, there's no WAY this problem is going to progress any further. God, I love this song. The other major song I have an attachment to is Daffy Duck. My grandfather's house got destroyed by eminent domain. He built the house from the ground up in rural pennsylvania, near pittsburgh. It had this very old barn which is now a historic building. He raised eight children there with his sweetheart and he was married to her for so many years, until she died of cancer. It destroyed him. The house was all he had left of her. So bottom line is we were out visiting it for the last time, it was Winter 2010. Right as I was about to leave, like seriously within 45 minutes of leaving for college and essentially the last time I'd ever see that house before everyone was there for the last time wishing it goodbye, I got this urge to just get on my snowpants and winter clothes, put on headphones, and go for a hike. I didn't even think of it as a "last hike", I just had always seen this peak in-between the trees for years that I never got around to climbing. So I was listening to Animal Collective's Feels in the dead of winter, off on my own, again wanting to feel transcendence, wanting to feel like what I was doing wasn't just aimless, but it felt like it. I always would feel like these things were forced, like I was never living the life that I had seen in the movies, that I had read about, that this music had evoked. But I kept going, the trees were so easy to go through in the dead of winter. The brush was all flattened and my winter pants and jacket allowed me to feel invincible. I realized I was on a time restraint so I was running, doing this all within 30 minutes. I had a feeling the car was in the driveway. I remember seeing the hill, and Daffy Duck was playing, and I could tell just how perfect the moment was, but it did feel rushed. I started running up the hill, the forest behind me, the house even further behind, and it was just the most perfect soundtrack, I couldn't get over how perfect everything was. I had Sennheiser HD 650s on and the quality was spectacular. Right as I walking, the song got the point where it was like "NOW YOU GO....CHAAAAAAAAAAAAANGIN"...and I just took off, bolting. You know the silence just before that? I could sense it. I was sprinting. I was soaring. As it was finishing the chorus I found myself at the top of the hill, looking all around me, the world a fresh white pallette, and then silence as I just realized what I had done, taking one last glance at the farm, at the trees, at all the memories I had there as a kid that always felt unfulfilled...but in that moment I was realizing my place. I was realizing what was going on. "What I need's a happy farm, with happy goats and sheep". I was starting to realize life isn't some movie that I have to live up to, life is right NOW. I ran back to the car as quickly as possible with Did You See The Words & Grass on, changed, got into the car and looked nostalgically out at my grandpa's farm in winter for the last time ever.
ban She-Beast! damn that's quite an epic moment / story.... i love it when music is tied into moments / feelings... forever... i used to go on walks all the time... often in streets but sometimes down by the water of the river and near the woods.... and i just have so many great connections to certain songs or albums or artists .... and one was def. AC and FEELS.... for me it was the fall of 05 and the changing leaves and just this mellow sadness.... winter was coming.... another cold dark winter... no more walkies... banshee beat while sitting on these steps down by the water and looking at the current and the trees across the way / this one little island...
Nice! Indeed, nature + feels + AC in general....good mix. Sad and happy at the exact same time...not sad...more like, longing.
Nice summation Calvin and nice story also. G.O. , never knew you were so deep and complex, sometimes I wonder who all you people REALLY are, just because this is the only FUN Place on the internet to talk about so many cool, strange, and personal things. I'm a giant Peach by the way.
Two best songs to listen to while taking off in a plane: Theme to Jurassic Park Banshee Beat Like your story Calvy
*goes to download Jurassic Park soundtrack*
Banshee beat never tires with me so it's always on my top song list !
It took me awhile to look at the lyrics and realize he was saying "swimming pool." I don't know what I thought he said--I just sang "ay yeee!" at that part. Great, great song.
*plays Banshee Beat extremely loudly just before bedtime*
I had the greatest experience like last week. I rarely listen to feels anymore for some reason, not sure why, i just don't. But the other day I was leaving work, walking downtown to my bus stop, and I noticed the chord change in banshee beat. I wasn't paying any attention to what I was listening to until then. So there I am, waiting for my bus, listening to banshee beat pick up. There was something kind of euphoric about it. I rarely have those moments. I fell right back in love with the song. It was like a father reuniting with his long lost child. I wanted to cry, but then I'd just be that crazy guy crying at the bus stop. BUT I WANTED TO
I know that feeling, like wanting to cry but you just aren't capable of it...I always thought I'd be someone who would cry a lot but it turns out the only time I honestly cry is during movies / culture / music, but that's more 'inspired' crying than actual sadness. i feel like i never cry in life : P, that sounds good, but i wonder if i'm not emotional enough / a robot
each time it ends ive lived yet another lifetime
this song is helping me pull through one of the roughest times I've had in a while ...but I don't wish that I was dead
banshee: ban·shee/ˈbanSHē/ Noun: (in Irish legend) A female spirit whose wailing warns of an impending death in a house. just like i thought! it's about someone who's aware that the relationship is falling apart...this is the beat...this is the life...he's not even in control of it....it's a beat, the beat of imminent death
calvin i share your thoughts on the idea that this is a story where the outcome is already known but is being told in real time even the tone of voice seems to be at a soft, almost reluctant whisper it is almost like when the song begins, the voice has a sad recollection that speaks of past devastation as the story continues the voice forgets that this story has been told countless times before as we often like to when recalling points in our lives the memories, the emotions, the regrets, the loss it all come rushing back to the front our our minds until suddenly we lose reality all together the wounds are fresh, time stops, and reality runs parallel but eventually it all ebbs away again, and the voice realizes its all been done before, and slowly again the nostalgia sweeps through and moments become just another story told
banshee beats captured and recaptures my hear every time i listen to it and not a day goes by that i don't first love last love type of thing, right along with in the flowers and safer
This song is my favorite AC song, it will always remind me of my brother, my best friend, and young love.
that's a great story yo. That must have felt so great. Loch Raven would be cool going through the forest in winter because it's themed like an urban little red riding hood. So just take out the urban part and there you go. I get so many trances with them. At my grandfathers funeral I didn't really cry or feel sad because he died slowly over the course of many years and it was almost a relief. Then I played Brother Sport and the tears started flowing. It was very powerful. In my head I saw imagery unparelleled and I could connect that to my own life and it felt so great. At the last "MATT!!!" I picture opening a door and walking inside and seeing these creatures that moves like fireflies in the form of electricity or pure energy or somthing. I don't really know what they were. But those creatures had simular bearing to the process of life/death/bereavment as the poppy flower does. Truly I say A picture illicits such complicated emotions and a song you really love brings out such pictures. No other band has done this for me as many times as Animal Collective has.
I love how a song totally means one thing, but we can just take it to mean so many other wildly indirect and unrelated things It's how I am with a lot of hip hop
^ It's how I am with real life events! Take it all out of context, it's more fun that way.
^ People are talking to me and I'll randomly start laughing at what they say because I take it completely out of context. I think I laugh more at my own jokes than anything else. p.s. I really liked your cover Pureplesage - sussscribed...
i laugh so much that people get pissed at me LOL


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Winona Ryder feels "so lucky" she kick-started her career back in the '80s because she would have struggled to handle Kristen Stewart and Jennifer Lawrence's level of fame.
The 41-year-old "Beetlejuice" star doubts whether she could have coped in modern Hollywood, and has sympathy for those just starting out in the movies due to the huge public interest in their personal lives.
When quizzed about Stewart and Lawrence, Ryder tells Interview magazine, "I have to say, I really wonder if I would become an actress if I was their age now. I've only seen part of "Twilight," but I've seen their other work and they're both super-talented. I don't know how they do it, though, in just trying to maintain some degree of a personal life and privacy.
"I do feel so lucky that I got to get in at least 15 years pre-whatever that show is called where they follow you around and then put it on the Internet. That stuff just didn't exist before.
"In terms of what happened to me or to other people who are friends of mine who have gone through difficult times where it's really publicized. … You know, it's hard. My heart goes out to them, but then at the same time I know that they don't know anything different."


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All images copyrighted by designer
Photographed homes may have been modified from original design. Construction plans are provided as per renderings.
© copyright by designerFirst Floor Plan:
© copyright by designerSecond Floor Plan:
Stories: 2
Total Living Area: 1963 Sq. Ft.
First Floor: 1078 Sq. Ft.
Second Floor: 885 Sq. Ft.
Bedrooms: 2
Full Baths: 1
Width: 43 Ft. Depth: 30 Ft.
Garage Size: 3
Foundation: Slab Foundation-Included
Plan Specifications
This three-car garage plan has so much more than just vehicle storage: It also has a full two-bedroom guest suite above. The exterior is appealing with lap siding and arched garage door.
Featured House Plan: BHG - 2792 Description
An outer covered entrance opens to a stairway to the apartment, which is both spacious and nicely appointed. Two bedrooms with full closets flank the living/dining area and share the use of a bath with dual entries. The living/dining area is brightened by a Palladian window and is open to an L-shaped kitchen. A large linen closet sits at the head of the stairs.


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Funny!!Why wouldn't the shrimp share his treasure?
Because he was a little shellfish... Read More »
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