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Lara Gut Receives Bronze, Cries For MoreBy: Mike Tuttle - February 12, 2014
Lara Gut is is proud to be a part of the Olympic games this year, though often it is difficult to tell due to the tears flowing from her eyes.
On Monday, the 22-year old Swiss alpine ski racer began to cry after failing to finish the slalom leg of super-combined in the silver-medal slot after downhill.
Two days later, the waterworks began again after earning a bronze medal for her high-speed downhill run. She came in 0.10 seconds too slow to force a three-way tie for the gold medal, beaten by co-winners Dominique Gisin and Tina Maze.
As reported by The Washington Post, her exasperation was obvious when she crossed the finish line and threw her arms wide in the air, not seeming to understand.
"It's cool to win a bronze, but when you know you can do more, at the beginning I think it's normal to be a bit disappointed," Gut said at the finish line.
She later posted a more-collected response on her official Facebook page.

subset: commoncrawl


text:
Changes related to "Women's views of Richard Dawkins"
From Conservapedia
This is a list of changes made recently to pages linked from a specified page (or to members of a specified category).Pages on your watchlist are bold.
Legend: New! - new page, m - minor edit, b - bot edit.
3 July 2015
- (diff | hist) . . Richard Dawkins and women; 06:51 . . (+1,609) . . Conservative (Talk | contribs) (→Dawkins stands by Elevatorgate remarks. Says Elevatorgate incident was rather trivial: )


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Although Kelbi was busy answering phone calls, she was still checking in guests. She was attentive to every need of the guests. The rooms were clean and the noise level was very low, comparably speakikng. The only complaint that I would have has to do with internet connection. I am a Platinum Priority Club member, which speaks to the number of hotel rooms I stay in every year. Unfortunately, while trying to watch a 1:30 hour movie on Hulu, it took almost 4 hours at this locations. I can't say that about any of the other locations that I stay at. I give this hotel an 8 on a scale of 10 due to this one inconvenience. If the internet connection was better, I would change that to a 10.
- Official Description (provided by the hotel):
- Welcome to the Holiday Inn Hotel and Convention Center Joplin, Missouri. Joplin's only full service hotel is located on I-44 and just minutes from the heart of Joplin's main attractions...The Bridge Extreme Sports Complex, DownStream Casino, Show-Me Birds, Eagle Pitcher, Trick My Truck, KMT, F.A.G. Bearings, General Mills, AT&T, Best Buy, Leggett & Platt, Schrieber Foods, Missouri Southern State University, Ozarks Christian College and Precious Moments Park and Chapel. Come enjoy our nightly complimentary Manager's reception featuring a variety of cold beverages, snacks, & conversation, signaling the beginning of a relaxing evening in our tranquil atrium, come unwind. Our beautiful guest rooms include complimentary wireless Internet access and all new pillow top beds. Dine in either the Ozark Cafe or the Stone Creek Grille, where kids 12 and under always eat free. In addition, the hotel offers an indoor and outdoor pool, fitness center, guest laundry facilities and a business center. The Joplin Holiday Inn Hotel and Convention Center features the largest hotel meeting space in Joplin, Missouri with over 42,000 square feet of flexible meeting space, the Holiday Inn Joplin can handle groups from 10 to 2,500. Most importantly, this hotel features the best staff in Joplin, just waiting to meet you and help create a memorable experience .. extreme sports, shopping, and Interstate access - we have it all! ... more less
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0 Value Over Replacement Poster
"Sit over here next to Johnathan (Bench)...sit right here, he's smart."--Sparky Anderson
The Rally Onion wants 150 fans before Opening Day.
Dallas here too...
Better than being born in 1999 -- your top 3 choices in that year are the three different nights of "Who Wants to be a Millionaire?"
I'm also calling shenanigans on this website. I find it hard to believe that the Simpsons has only once been a top-30 show in its run.
Championships Matter.
24 Years and Counting...
Well don't forget that FOX ran it vs the NBC Thursday bunch for a while.
Last year it was 56th.
Go Gators!
Laugh In as well. Although, do you go by the year or the TV season?
The widow is gathering nettles for her children's dinner; a perfumed seigneur, delicately lounging in the Oeil de Boeuf, hath an alchemy whereby he will extract the third nettle and call it rent. ~ Carlyle
Cosby Show (1985)
The $64,000 Question (1955)
"Hey...Dad. Wanna Have A Catch?" Kevin Costner in "Field Of Dreams."
The Cosby Show(88)
Gunsmoke, Wagon Trail and Have Gun Will Travel topped the charts back in 1960.
(Rawhide was No. 6).
The NRA was forming members for life.
"A person is smart. People are dumb, panicky, dangerous animals and you know it."
Board Moderators may, at their discretion and judgment, delete and/or edit any messages that violate any of the following guidelines: 1. Explicit references to alleged illegal or unlawful acts. 2. Graphic sexual descriptions. 3. Racial or ethnic slurs. 4. Use of edgy language (including masked profanity). 5. Direct personal attacks, flames, fights, trolling, baiting, name-calling, general nuisance, excessive player criticism or anything along those lines. 6. Posting spam. 7. Each person may have only one user account. It is fine to be critical here - that's what this board is for. But let's not beat a subject or a player to death, please.


text:
Written on: 23/01/2010
After 10 years of faultless service, the volume control broke... A small aluminium casting - £61 for replacement! But this receiver is fantastic. Even after 10 years of service I will hopefully keep using it for another 10 years!
The sound quality is second to none, the menus are easy to navigate and the remote control is sooooo user friendly.
A smart piece of kit. 'Spesh after 10 years! And yes, I will replace the volume control!
As rated by our community of reviewers
" Great Box! Packed full of features! " Read More
" A must have for all music lovers " Read More
Written by tomitool
" Totally worth the £30 " Read More
Written by jackshea250
" The wall. " Read More
" Good in Theory but just doesn't work! " Read More
Written by sjhartland


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I get my latte and am assured that I am welcome to take it with me to my seat in the church.
But we also need to beware the Israeli version of latte liberalism.
The liberal faithful fled the scene in favor of latte and Tim Russert on Sunday mornings.
by 1990, espresso coffee with milk, short for caffè latte, from Italian, literally "milk coffee" (see cafe au lait).


text: Just too stupid for words. Flag By: Rezzur (More by author: Most viewed, Newest, Most Thumbs) previous next random - Fav + Fav Comment I got through about half of it before wanting to reach through the screen and slap the hell out of this dumb bitch. And the rest of the Fox news crew, come to think of it. Tags: fox | Interview | fucking idiot Recommend tagsx -2 Views: 910 Favorited: 0 Submitted: 07/29/2013 Share On Facebook Remove from favorites Add to favorites Unsubscribe from Rezzur Subscribe to Rezzur


text:
Unlocking the Key to Deep Sleep
By Sarah Fenske
Making the Ferguson Commission Matter
By Danny Wicentowski
My Fake Boyfriend Became a Real-Life Crush
By Lindsay Toler
Rep. Jeffrey Pogue Bill Would Ban Unisex Bathrooms
By Danny Wicentowski
Darren Wilson Gives Speech to Nonprofit
By Danny Wicentowski
Angel Stewart and Other Victims of Violence Ask for Mercy
By Jessica Lussenhop
Obama Praises St. Louis' LaunchCode
By Lindsay Toler
By Lindsay Toler
No more tuition for parochial school, preschool or all-day kindergarten in the public schools (all-day kindergarten is now free in our school district). It's time to breathe easy until Adam, our oldest child, goes to college in 2005.
I like a good education, but I love an inexpensive good education.
So, when I hear that thousands of college courses are available on the Internet, I'm ready to throw a party.
That's right: college on the Internet.
This could save us some big bucks.
The price of college tuition might not be going down, but some parts of getting a college education are going to get cheaper and more convenient.
Welcome to the world of distance learning on the Net.
Explosion Alert
It was only a matter of time before that great playground known as the Internet was going to offer students something besides recess. College courses online are about to take off.
"It's exploding," says Mark Wilson, director of Distance Degrees Inc., an Oakland, Ore., company that publishes Accredited Distance Learning Degrees (www.accrediteddldegrees.com), a book listing 300 accredited colleges that offer online programs for bachelor's, master's and doctoral degrees.
"Only a year ago there were 128 schools offering master's programs (online)," says Wilson. "Now we're up to 210." St. Louis University and the University of Missouri-St. Louis are among them.
It's all a part of something called distance learning.
According to Hoyle, "distance learning" is "a general term used to cover the broad range of teaching and learning events in which the student is separated (at a distance) from the instructor or other fellow learners."
In other words, you ain't there, kiddo.
By the way, Hoyle is educational consultant Glenn Hoyle, whose Web site (www.hoyle.com/distance.htm) "Distance Learning on the Net" is one of a growing number of sites dedicated to Net-based distance learning.
Just as this Sunday's Oscar winners won't have time to mention everyone responsible for their success, I don't have room to list (nor do I pretend to know) every decent Web site on distance learning, but some surfing on the Net will get you there. Still, here are a few: "The World Lecture Hall" (www.utexas.edu/world/lecture/); Globewide Network Academy (www.gnacademy.org/); and a site with great links, Indiana University's distance-learning page (education.indiana.edu/~disted/links.html).
Of Corinth, College and Correspondence
The earliest form of distance learning was the correspondence course.
You could make a case that in ancient days someone like the Christian missionary Paul, for instance, was into a sort of correspondence course with his letters to the Corinthians, written while he was off in Ephesus. But although the Corinthians sent him some letters back, and he was the instructor, he wasn't the one giving out the ultimate grades.
The first modern correspondence schools started in the 1920s. That industry got a mixed reputation when some "institutions" turned into what became known as diploma mills. With little more than the right amount of money, you could get a signatured sheepskin from some exotic-sounding (and nonaccredited) school.
But, even with its checkered past, correspondence school was the way for many people to go, because it was their only realistic educational option.
Wilson, the Distance Degrees Inc. director, earned his first two college degrees by correspondence.
He had attended two years at a traditional college in the Pacific Northwest, but, he says, "I was working a 60-hour week, co-raising three kids and volunteering as a counselor and pastor in a very large church 20 hours a week at that time. Under those circumstances, distance learning seemed like a good idea, so I switched."
Of course, correspondence learning hasn't always been about what happens in a relationship with a school. As a kid, I learned a few things about correspondence -- namely, that it's slower than communicating face-to-face.
My older brother Marcus loved to play Monopoly. When our family moved from Knoxville, Tenn., to St. Joseph, Mo., in 1965, the move interrupted an ongoing Monopoly game between 9-year-old Marcus and 10-year-old Steve Harrison. Over the next year or so, Marcus and Steve continued playing Monopoly by correspondence. I don't think anyone ever passed Go.
Videotaped Lecture: Friend or Foe?
By the time I was at the University of Missouri-Columbia in 1975, I was treated to a warped version of one of the staples of distance learning -- the videotaped lecture.
As several hundred other "Intro to Psychology" students and I dutifully sat in our hard-backed lecture-hall seats in Middlebush Auditorium, we would fix our gazes on a TV screen and watch the heralded full professor lecture for an hour on rats in mazes or Pavlovian pigeons. Semifascinating stuff, to be sure, but it was a bit unnerving to know that the graduate assistant at the front of the lecture hall had the power to end the lecture with a flick of the on-off switch.
I felt cheated. Sure, I liked partying in Columbia, but did I need to be living three hours from home just to watch videotaped lectures?
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Winterbourne, Earls. Winterbourne, Stoke. Worcestershire: Bricklehampton
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A History of the County of Worcester: Volume 4
ANDREW, with BRICKLEHAMPTON, DEFFORD, PENSHAM, PINVIN and WICK The parish of St. Andrew, Pershore, included the chapelries of Bricklehampton ... in 1776. 23 The chapelry of Bricklehampton is to...
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0 d. from Elmley and the neighbouring parishes of Bricklehampton ... for his tenants at Bricklehampton and Little Comberton in the abbot's fee. 124 ... being then leased with Bricklehampton and...
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Fine specimens of sulphate of lime have been found. Bricklehampton BRICKLEHAMPTON, a chapelry, in the parish of St. Andrew, Pershore, union, and Upper
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Records of the Worshipful Company of Carpenters Volume I: Apprentices' Entry Books 1654-1694
Reeve filius Richardi Reeve de Bricklehampton in Com Worcester Agricole
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to their son John and Amice his wife tenements in Bricklehampton and Great
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Birlingham, Pensham, Wick, Bricklehampton, the village of Eckington, Strensham, ... Andrew, Pershore, Bricklehampton next the church, Pinvin, Birlingham,
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Journal of the House of Lords Volume 34, 1774-1776
as they please. Bricklehampton Enclosure Bill. Hodie 2 a vice lecta est Billa ... and belonging to the Chapelry or Township of Bricklehampton, in the County
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text:
Florida Institute of Technology Fort Lee
Fort Lee Site
Welcome to FIT Fort Lee
Florida Tech offers master's degree programs at the United States Army Logistics Management College (ALMC) in Fort Lee, Va.
These offerings which include master of science degree programs in logistics management and acquisition contract managment, are available to active-duty military personnel , their family members and U.S. Government civilian employees who meet admission requirements of the university.
- Classes held locally on Ft. Lee since 1973.
- Finish graduate degree in 2 years or less while working full time.
- Traditional university offering non-traditional graduate degrees in a one or two night a week classroom format.
- Financial aid available for those that qualify and new low tuition rates for active duty military.
- No GMAT or GRE required for admission.
Contact our offices today.
Army Logistician: Florida Tech Logistics Degree adds Concentration.
The Master of Science degree in Logistics Management with a concentration in Humanitarian Disaster Relief Logistics will be offered at Fort Lee, VA; Quantico, VA; Hampton Roads, VA; and Huntsville. AL. The degree is also offered through our virtual campus.
Florida Institute of Technology is certified to operate by the State Council of Higher Education for Virginia.
"The instructors are fantastic at Florida Tech. They truly brought out the best in me. If you are deciding to enroll in a degree program at Florida Tech, I advise you to do so based on the fact that the university provides outstanding assistance to their students." —


text:
I put together a soundtrack to Haruki Murakami's 1Q84! It includes all the best music mentioned in the novel. Go here to see the full design and download the tracks! http://tinyurl.com/9se5mym
More robert b w moses
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C. 1980 Vintage 5.5-6mm Cultured Pearl and Multi-Stone Bell Charm Necklace in 14kt Yellow Gold. 18"
Item#: 846066
C. 1980. Let your style ring clear with this 5.5-6mm cultured freshwater pearl bell charm necklace from our Estate collection. The double bells are finished with texture and polish and adorned with a simulated ruby and synthetic sapphire. On a cable chain with a springring clasp. 14kt yellow gold necklace. Exclusive, one-of-a-kind Estate Jewelry.
Product Details (for C. 1980 Vintage 5.5-6mm Cultured Pearl and Multi-Stone Bell Charm Necklace in 14kt Yellow Gold. 18")
Necklace Drop close DROP: A dangling or stationary detail which "drops" from a bale, strand or earring backing. Length:
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14kt close 14KT: Karat (abbreviated kt or K) is a unit that indicates the purity of gold in the metal. 14kt is 58.33% gold. In the United States, 14K yellow gold is most favored and used in jewelry. Yellow Gold close YELLOW GOLD: Gold is a precious metal with a natural yellow color. It is quite soft and often alloyed with other metals to increase its strength. The purity of the metal is indicated by a unit called a "karat," with 24kt having the highest percentage of natural gold.
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Cable close CABLE: One of the most popular and classic of chain styles, created from interlocking oval links unvarying in size.
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Karen Fisher Video Uploads:
Karen Fisher was born in Portland, Oregon where she grew up shy girl who loves being in the great outdoors. She excelled in school and considered herself a goodie two shoes with a hidden wild side. When she turned 18 and went to college her wild side came out. She moved out with a girlfriend and they began partying and letting loose - fucking anything that moved, getting drunk every weekend and living it up like all guys want 18 year old girls to do :P.
She and her friend tried their hand at an amateur strip club contest and won. Karen was always a secret exhibitionist and it came out of her when given the chance. Since then she hasn't looked back, continuing to strip and do lactation private shows. Not sure why she lactates since she has hasn't said but she loves the feelings it gives her.
Karen still lives in Portland but spends a lot of time traveling to follow the sun. She also runs her own site called SexyKarenXXX.
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Welcome to Pelvic Exercises
Pelvic Floor Safe Exercises for Women
Pelvic Floor Physiotherapy online strengthening videos and recovery guidance.
Strengthen your pelvic floor and return to exercise safely with professional guidance to help you recover from prolapse, prolapse surgery, after hysterectomy and following childbirth.
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Start strengthening and visit our Pelvic Exercises Library (right) for Physiotherapist videos and information to help you with:
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Latest Pelvic Exercises Videos and Information
Here are our some of our latest exercise videos and information to help you exercise and stay in shape.


text:
"This is the hottering chili-pot of New Orleans Jazz, old country fiddling, big-band swing, ragtime, blues, pop, mariachi and conjunto that dominated Texas, Oklahoma, Louisiana, and beyond--all the way to San Francisco in the west, Memphis in the east--from the mid-Thirties till mid-Elvis. This is western swing."
Lone Star Swing is both musical pilgrimage and witty travelogue. As McLean trails his favorite music over the back roads of Texas, his adventures make for interesting reading. He has a way of making you feel you're riding along in the passenger seat as he finds the top 10 things to do in Turkey, Texas, on Bob Wills Day (Bob is McLean's western-swing hero), learns how to nibble an onion cooked up sunflower style at the Presidio Onion Festival, gets lectured for cussing in front of ladies after his Chevy gets its doors rehung by a hit-and-run driver, and suffers the wrath of Gulf Coast prawns eaten too far from their home waters. And although he's far away from the Orkney Islands, McLean has a way of making himself at home in just about every place the music takes him.
Product Details
Would you like to update product info or give feedback on images?
I'm rather surprised that Amazon readers didn't unanimously rate this book with 5 stars. The quality of the writing is superb. Read morePublished 4 months ago by Deanna D'Errico
A poorly planned book about a poorly planned trip through Texas. The writer has a great love for Bob Wills and His Texas Playboys, but comes up empty on his search and in his book. Read morePublished on July 5, 2004
I like most travelogues, and I love McLean's fiction (Blackden, Bucket of Tongues, Bunker Man), so, even though I've never even heard of Western Swing music, I thought I might like... Read morePublished on November 6, 2002 by A. Ross
Except for the fact that Duncan McLean has won a major literary award (which the readers are reminded of to often), there is little to indicate that he can rise above any bemuxed... Read morePublished on June 27, 1999 by Knox Gardner (firstname.lastname@example.com)
Duncan is an odd, brilliant man. His obsession with the minutiae of a fairly obscure branch of popular music is truly amazing. Read morePublished on August 7, 1998 by James M. Cameron
McLean spends all his literary prize money and sets out to discover the sources of Texas swing, an amalgam of music that layered English folk, New Orleans jazz, East Texas blues,... Read morePublished on July 1, 1998


text:
|Amazon Price
|New from
|Used from
Product Details
Would you like to update product info or give feedback on images?
I got so much out of this book. The author gets details of the projects themselves as well as the creative process. Worth every penny!Published 1 month ago by catwalk66
excellent reading on the creative and collaborative processes involved in the creation of great works of musical art.Published 1 month ago by Jack Dusek
So well written! The chapters detailing the creation of WICKED literally from its inception to its opening are thrilling! Read morePublished 12 months ago by Eric Brown
Carol De Giere's book "Defying Gravity" has everything I want when I read about musical theater. Read morePublished 15 months ago by Ted Waltmire
Biographies are not the easiest thing to read. But Carol de Giere's style of writing has a way to make you keep wanting to read more. Read morePublished 15 months ago by Teng Ky-Gan
This book is a fascinating look into the mind of a genius, sharing with us how the creative and collaborative process of writing for musical theatre works. Read morePublished 18 months ago by Eric
I always wondered who Stephen Schwartz was and how he wrote such wonderful music. This book answered all my questions.Published 21 months ago by PhotoGraffiti
It is hard to write an insightful biography about a living subject, but Carol de Gere has given the personal life and colorful career of this inexplicably underrated musical... Read morePublished 23 months ago by johnkenrick


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I have been working on this project for some weeks and think I should share with you guys.
I used greatest Mountain Lion wallpaper by Javier Ocasio as background
For Chat Room avatar I used my fav Non Wallpaper by Christopher Honninger
Tried to make the player progress bar and chat bubble a little different. Lets me know what do you guys think?
More Tanveer Junayed
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text:
Looking for a Used Prizm in your area?
CarGurus has 67 nationwide Prizm listings and the tools to find you a great deal.
Average User Score
4.2 ⁄ 5 stars
Based on 4 reviews
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I have a 1997 Goe Prizm. Recently it wont change to high gears unless I take my foot off the gas pedal as if am driving a stick shift. What could be the possible problem.
30 views with 1 answer (last answer 11 months ago)


text:
The median home value in Islamorada, FL is $489,900.
This is
higher than
the county median home value of $402,700.
The national median home value is $170,100.
The average price of homes sold in Islamorada, FL is $489,900.
Approximately 29.81% of Islamorada homes are owned,
compared to 11.55% rented, while
58.64% are vacant.
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Prime location in the heart of Islamorada. Oceanfront 4 bedroom, 3 bath completed residence with 7 additional building rights on this 2.65 acre property. Pool, spa, dock and tennis court. Create your own subdivision or family compound. Privacy and open water Atlantic Ocean views. Walk or bike to restaurants, art galleries, shopping. World-class sport fishing, diving, kayaking, paddle boarding.
425 ft of ocean frontage with 2.3 acres of land. Spacious living room, great room, 2 large bedroom suites, plus an enormous master suite, tiled throughout, large maple/granite kitchen, elevator ready, 8 ft doors, 5 spectacular open porches with forever ocean views, 2 large carports and enclosed storage. Fully furnished.
Magnificent Ocean front estate with 150' of beach frontage on almost an acre and a half featuring a wonderful floor plan with 4 bedrooms, 4.5 baths in the main house and 1BR / 1BA guest house. Swimming pool and custom bar.
Situated on a corner parcel, nestled behind gates of lush tropical landscape is this grand bayfront home with a private guest house, two swimming pools, 100' of deep water dockage, boat house and a two car garage. The main home offers three magnificent en-suite bedrooms, spacious living, and dining area with a fireplace, marble & hand painted Cuban Tile floors.
Tarpon Point, an exclusive enclave of 12 oceanfront residences. Designed to meet the ultra-high standards of the developers, these exceptional homes allow for the most advanced building techniques to reside in harmony with one of the worlds few remaining untouched and fully protected marine habitats. The spacious four-bedroom, four-bath homes range from 2,700 to 3,380 square feet of air-conditioned living space, with and additional 1,100 to 1,700 square feet of covered living area.
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- Users
PREY tells the story of Nathan (BEAU TRAVAIL'S Gregoire Colin) who is at a countryside retreat for a Fall family reunion that he expects to be particularly stormy. Claire, his wife, has to announce her pregnancy and there are tough decisions that need to be made to prevent the family's pesticides business from closing down. But on the first night that the family gathers, a terrorized deer mysteriously attacks Claire's father. The men decide to venture into the surrounding forest to find the reasons for the animal's odd behavior. Carrying a shotgun for the first time in his life and witnessing the growing tensions between the men in the family, Nathan soon discovers that hunting season is not over yet. Now they've become the prey. Marking the debut film for Antoine Blossier, PREY brings together a special effects team from some of Hollywood's best films.
- Users
Cast & crew
Cast & Crew
- Directed ByAntoine Blossier
- Written By Antoine Blossier , Erich Vogel
Bérénice Bejo
Grégoire Colin
Isabelle Renauld
François Levantal
Joseph Malerba
Fred Ulysse
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Young Strangers Give a Homeless Man a Makeover - Faith in Humanity Restored!
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This is one type of extreme makeover we bet you haven't seen before; a group of young strangers find a homeless man standing in the road... and give him the makeover of his life. A bath, a hotel room and a good meal - just watch!
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The Dow fell 59 points yesterday.
It looks to us as though the stock market is finally rolling over…it's finally putting in a big top after a long, long bounce. But it could be just another temporary setback. We won't know for a while. In the meantime, readers are advised to floss their teeth and stay out of stocks. The bounce may or may not be over. It hardly matters. There's not much upside at these prices…and a lot of downside.
Flossing helps protect your teeth. Staying out of stocks might help protect your money. There are too many sticky things that could go wrong.
For example:
"Eurozone debt fears deepen," says the front page of yesterday's Financial Times.
According to the papers, the Greeks have spooked the world's stock markets. "The sell-off in global markets accelerated [Tuesday] amid fears that the eurozone debt crisis would worsen and that China's recovery was faltering."
As to the Greek bailout, there are two points of view – both of them insufficient. One group thinks the bankers should get their money. The other thinks the public employees should get the money. 'Stiff them both' is our advice.
A nation is like a ship. Over time – especially when the weather is nice – it accumulates barnacles. They attach themselves to the hull, weigh it down, and slow the boat.
Barnacles need to be scrapped off from time to time. That's what revolutions and corrections are for. But, naturally, the barnacles don't like it. They live on pensions, public sector jobs, handouts, government contracts – and debt. And the barnacles have a way of fighting back. They vote, threaten and demonstrate. Yesterday, government employees shut down schools, airports and hospitals. Gray-haired retirees took to the streets, too, trying to prevent pension cuts.
The bankers made their threats too – quietly warning France and Germany that if the Greeks didn't pay, their banks could be in trouble…which could lead to a financial meltdown all over Europe.
The rescue plan calls for deep cuts in public spending – 20% of the Greek government budget. And that means scraping a lot of crusty parasites off the hull. So much the better, as far as we're concerned. Of course, some of them do useful work. Government payrolls include teachers, nurses and firemen. But there are plenty of do-gooders, bureaucrats, meddlers, paper-pushers, lobbyists, chiselers and layabouts on the payroll too.
But what about the debt barnacles?
The bankers speculated on Greek debt. The debt went bad. Now, they should stand up, admit their mistake, and take their losses.
Advice to Greece: Haul the boat out of the water…fire one out of every five government workers, cut the budget by 20%, and default on your loans too.
Advice to the US: Follow the Greeks.
Advice to investors: Take a long vacation.
The "Euro-feds" have turned the sovereign debt market into a 'price hiding' mechanism. Not even Mr. Market knows what the stuff is worth. A couple months ago, he thought Greek bonds might be A-OK. Now he's not so sure. Recently, Mr. Market has been turning over some other rocks…Portuguese debt…Spanish debt. He's finding slimy critters and creepy crawlers under all of them.
But then, the Euro-feds stepped in. They said they'd bail out Greece.
Now what's Greek debt worth? Nobody knows. Will the guarantors make good on their promises? Will the Greeks get their financial house in order? Will the IMF, Germany and France stand behind the Greeks even if they don't bring their deficit down to 3% (currently 13%)? Nobody knows.
And then, the head of the European Central Bank pulled a Bernanke-style stunt to further confuse everyone. Jean-Claude Trichet announced that Greek bonds could still be used as collateral at the bank, even though the bonds do not meet their quality requirements.
So, let's see…what are they worth now? This additional information from the feds is misleading. It suggests the bonds are good credits. And the bailout itself suggests that lenders have nothing to worry about – they're going to be repaid.
Uh…we wouldn't count on it.
David Rosenberg:
"Back to Greece – the fiscal future is really messy. Latest projections show that by 2013, public debt-to-GDP will approach 150%. Debt-service charges will absorb 9% of GDP and 25% of tax revenues will be siphoned to bondholders outside the country. Government spending is 50% of GDP and the civil service does not seem willing to accept even a freeze – not a cut – to wages, benefits, and pensions. It is not difficult to see the Euro-area going the way of the Latin Monetary Union a century ago."
This is just another example of rolling up small debts into big ones. Mr. Market can't tell who's on the hook, exactly. So he doesn't know where the 'good' debt ends and where the 'bad' debt begins.
One thing is pretty sure. Even with the bailout and the support from the ECB, the Greeks are still going to default. They have more debt than they can carry. The bailout just muddies the waters…postpones the inevitable…and makes the situation worse for almost everyone.
The proposed solution is just slow torture before the coup de grace. The debt grows…and becomes so large the Greek economy can't support it. Plus, efforts to keep paying back the bankers (mostly French and German) severely damage the Greek economy.
It's easy to see how. In very broad terms, the Greeks are going to have to go from fiscal party to a fiscal hangover without a good night's sleep. That's what happens when you suddenly stop borrowing and begin paying back. And that means a shrinking economy. Instead of borrowing 10% of GDP and adding to the economy, not only are you NOT borrowing, you're also taking OUT 10% of GDP to pay the interest on the money you borrowed for the party. That's a depression-size decrease in GDP…which cuts into tax revenues and makes the country's finances even worse!
Does that mean the end of the euro? We don't think so…more tomorrow…
Bill Bonner
for The Daily Reckoning
Since founding Agora Inc. in 1979, Bill Bonner has found success in numerous industries. His unique writing style, philanthropic undertakings and preservationist activities have been recognized by some of America's most respected authorities. With his friend and colleague Addison Wiggin, he co-founded The Daily Reckoning in 1999, and together they co-wrote the New York Times best-selling books Financial Reckoning Day and Empire of Debt. His other works include Mobs, Messiahs and Markets (with Lila Rajiva), Dice Have No Memory, and most recently, Hormegeddon: How Too Much of a Good Thing Leads to Disaster. His most recent project is The Bill Bonner Letter.
Interesting things are afoot in the fiat currency markets as well. The dollar is up in some sort of hysterical response to the Greek tragedy unfolding but at the same time gold is up relative to the dollar? It leads one to the conclusion that the dollar is not really benefiting from this (and who would think it might?) but rather is not falling as fast as other currencies.
It would appear that gold has completely de-coupled from the dollar. These are certainly interesting times.
how much money did you make today harry?
Since Harry is hiding, or delivering newspapers right now, I'll fill in with the usual:
*whisper voice*
…Bonner is so wrong its laughable…
…get out of your bomb shelters and make some money you doomers its a great time to invest…
…dow should challenge 2007 highs by year end…
…s&p 1300 by year end pretty much baked in…
…this is a buying opportunity…
…buy AAPL….buy AAPL….buy AAPL…
…by the way did I say buy AAPL…
Well the shares dropped decisively today. But if so many government employees are useless, what to do about unemployment? Is it time to admit that the idea of everyone working a 40 hour week for 50 years of their lives is an idea whose time has come and gone–instead of an idea, it is an 'idead.'
I'm a Harrayuh!!
Evy-ting gone be OTAY!
VIX at 34? F(@* you!
Swings of 1010 pts you say? Bush league!
The fact that the Dow hit purchasing power highs in early 2000 and hasn't come close again ten years later….Ummmm….
hopefully, this situation can be worked out so we have some stability in the system, the US debt is a bigger concern that needs to be addressed.
Harry has finally adopted a low profile 😀
Seems to be wake up time for Harry and the likes…
Jim Rickards updates his "There Will Be No 'Grexit'" thesis as two stories dominate global financial headlines. Find out why global capital markets are a tale of two crises.
No, Greece won't wreck the financial world. And neither will China. But we're still on alert... Dave Gonigam reports...
Egon von Greyerz reports on the approaching financial implosion of banks that threatens to drag the entire financial system down with it....
The most promising and exciting advance in all the history of medicine is upon us, and yet it is actually not new at all — it's as old as humans. The advance? Our immune systems. Stephen Petranek has more on how immunotherapy could change the way we treat cancer
In light of the current situation in Greece, what we may be witnessing is the first phase of a new era of widespread non-state currencies... Charles Hugh Smith reports...


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La Palapa B.- HONEYMOON IN PARADISECosta Rica, Puntarenas, Quepos
About This Listing
Space where guests can cook their own meals
Continuous access in the listing
Breakfast is provided.
Space where guests can cook their own meals
Towels, bed sheets, soap, and toilet paper
Central heating or a heater in the listing
In the building, free or for a fee
In the building, free or for a fee
Continuous access in the listing
Breakfast is provided.
The listing can accommodate a gathering of 25 or more attendees
Easy access to the building and listing for guests in wheelchairs
Private or Shared
Free, in the building or nearby
Posted emergency information and resources
The Space
From our client Denise First:
What makes a great Hotel is one that makes you want to stay forever... My husband & I stayed at La Palapa for 9 nights, after booking 2 and that wasn't long enough. This place is truly a hidden gem in a rain forest, and the people there that make it so are part of this beautiful holiday we had in the Manuel Antonio Area in Costa Rica. We are already planning our next trip to Costa Rica because La Palapa is in our hearts, but next time we will bring my sister and her boyfriend to paradise!
You must experience one or more of the activities that we have for all our clients. On your honeymoon, you will be sleeping in a special bungalow decorated with original handmade artifacts from North Africa in a very romantic atmosphere specially created for you by our very dedicated staff.
Our airy bungalows are non-smoking, have very comfortable beds, ceiling fans, private terrace with bamboo table and chairs, cool tiled floors, private bathroom with hot shower, large furnished living room with an extra bed, kitchenette, with refrigerator, oven and set of dishes, screened windows that let in gentle breezes and melodic sounds from the jungle as you fall asleep.
About the Host, Ana Cristina Mendes
I love wildlife and nature. PURA VIDA! If you have any inquiries about my listings, feel free to contact me.


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DIY Wedding
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Will You Be My Bridesmaid Cards
By: Karisa Tell, Editor for FaveCrafts.com
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These DIY "Will you be my bridesmaid?" cards are the most creative way to ask your bridesmaids to be a part of your special day! Make your own cards for your friends with these unique wedding ideas and you'll be the most thoughtful bride around!
See this project and more on the blog!
- Cricut Expression 2: Anniversary Edition machine
- silver and white polka dot card stock
- Gray card stock
- Yellow card stock
- Glue dots
- Glue stick
- Paper cutter (or good ol' fashioned scissors)
- Mini pearl stickers
- Corner rounder punch (optional)
- I bought two pieces of polka dot paper to make four cards, so I started by cutting both pieces in half, and then folding those pieces in half. I made a mistake in cutting and folding (as usual...) so that's why I ended up with some vertical cards and some horizontal cards. I cut my cards based on my envelope size, which is about 5" x 7".
- Next I cut out the frame shape using the Cricut. This shape is found in the Cricut Essentials Cartridge that comes with the Anniversary Edition machine. I cut out a frame for each card and adhered them to the front with glue dots. I took the oval that was cut from the center of each frame and trimmed it down a bit to make it smaller than the frame, and glued that down as well. (You'll notice one of my cards has a different shade of gray for this piece because I lost the middle piece from one of the frames. Grr.)
- The dress shape in the middle of each frame was actually drawn and cut out free hand. But if you have the Paper Doll Dress Up or Everyday Paper Dolls Cricut cartridges, you can use those for the dress shape instead. Or, you can always print out a picture of a dress you like and use that as a template to cut around. I cut four dresses and adhered them with, you guessed it, glue dots.
- Next I added 4 pearl stick-ons above each dress to make it look like a mini pearl necklace. I think this adds a nice touch!
- I cut out "will you be my" using the Cricut American Alphabet cartridge, which also comes with the Anniversary Edition machine. I glued the letters down (using a glue stick this time) to a piece of gray cardstock, rounded two of the corners, and glued that down to the left side of the inside of the card.
- Then I cut a piece of yellow cardstock to fit in the bottom of the right side and glued that down, along with a scrap of polka dot paper leftover from earlier. I wrote "Bridesmaid" in my finest penmanship, which is about the skill level of a 3rd grader. (What can I say, my job involves a lot of typing!)
- The final step was to cut some bunting out of yellow scraps for the top right corner. I used the bunting shape in the Just a Note cartridge, which is included with the Anniversary Edition machine. I cut two bunting shapes per card and glued them down with glue dots in the corner of each card.
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VIEWS: 2 PAGES: 30 POSTED ON: 3/25/2011 Public Domain
CHAPTER 7 FAILURE CRITERIA OF SHAFT MATERIAL 7.1 INTRODUCTION Deformations in any structural element depend upon the characteristics of the load, the element shape and its material properties. With laterally loaded shafts and shafts, the flexural deformations are based on the applied moment and the flexural stiffness of the shaft at the cross section in question. In addition, the flexural stiffness (EI) of the shaft is a function of the Young's modulus (E), moment of inertia (I) of the shaft cross section and the properties of the surrounding soil. Given the type of material, concrete and/or steel, the properties of shaft material vary according to the level of the applied stresses. Behavior of shafts under lateral loading is basically influenced by the properties of both the soil and shaft (shaft material and shape). The nonlinear modeling of shaft material, whether it is steel and/or concrete, should be employed in order to predict the value of the lateral load and the realistic associated bending moment and shaft deflection especially at large values of shaft-head deflection and the onset of shaft material failure. It is known that the variation in the bending stiffness (EI) of a laterally loaded shaft is a function of the bending moment distribution along the shaft (moment-curvature, M-Φ, relationship) as seen in Fig. 7-1. Consequently, some of the shaft cross sections which are subjected to high bending moment experience a reduction in bending stiffness and softer interaction with the surrounding soil. Such behavior is observed with drilled shafts and steel shafts at advanced levels of loading and has an impact on the lateral response and capacity of the loaded shaft. The shaft bending stiffnesses along the deflected shaft change with the level of loading, the M-Φ relationship of the shaft material, and the soil reaction which affects the pattern of shaft deflection. Therefore, the equilibrium among the distributions of shaft deflection, bending moment, bending stiffness, and soil reaction along the shaft should be maintained. 7-1 In the case of a steel shaft, the Young's modulus remains constant (elastic zone) until reaching the yield stress, fy (indicating the initial yielding), at which time the steel starts to behave elastic-plastically with different values of the secant Young's modulus. Once a plastic hinge develops, the shaft cross section responds in plastic fashion under a constant plastic moment. But, in the case of a concrete shaft, the stress- strain relationship varies in a nonlinear fashion producing a simultaneous reduction in Young's modulus and, in turn, the stiffness of the shaft cross section. Furthermore, once it reaches a critical value of strain, the concrete ruptures catastrophically. The technique suggested by Reese (1984), which employs the Matlock-Reese p-y curves, requires separate evaluation of the M-Φ relationship of the shaft cross section and then adoption of a reduced bending stiffness (EIr) to replace the original shaft bending stiffness (EI). The suggested procedure utilizes this reduced bending stiffness (EIr) over the full length of the shaft at all levels of loading. Assuming a reasonable reduction in bending stiffness, particularly with drilled shafts, is a critical matter that requires guidance from the literature which has only limited experimental data. At the same time, the use of one constant reduced bending stiffness for the shaft does not reflect the real progressive deformations and forces associated with the steps of lateral loading. However, this technique may work quite well with the steel H- pile which fails approximately once the shaft flange reaches the yielding stage (occurs rapidly). In general, the response of the shaft (shaft-head load vs. deflection, and shaft-head load vs. maximum moment) is assessed based on a constant bending stiffness (EIr) and is truncated at the ultimate bending moment of the original shaft/drilled shaft cross section. The moment-curvature relationship, and thus the maximum bending moment carried by the shaft cross section should be evaluated first. Reese and Wang (1994) enhanced the technique presented above by computing the bending moment distribution along the shaft and the associated value of EI at each increment of loading. Reese and Wang (1994) concluded that the bending moment along the shaft does not depend strongly on structural characteristics and that the moment differences due to EI variations are small. It should be noted that the effect of the varying EI on the bending moment values along the drilled shaft was not obvious because the 7-2 EI of the drilled shaft had no effect on the p-y curves (i.e. modulus of subgrade reaction) employed in their procedure. Therefore, it was recommended that a single value of EI of the cracked section (constant value) be used for the upper portion of the shaft throughout the analysis. Contrary to Reese and Wang's assumption, the variation in the value of EI has a significant effect on the nature of the p-y curve and modulus of subgrade reaction [Ashour and Norris (2000); Yoshida and Yoshinaka (1972); and Vesic (1961)] especially in the case of large diameter shafts. The main purpose in this chapter is to assess the moment-curvature relationship (M-φ) of the loaded shaft in a convenient and simplified fashion considering the soil-shaft interaction. The prediction of the moment- curvature curve allows one to realistically determine the variation of shaft stiffness (EI) as a function of bending moment. The SW model allows the designer to include the nonlinear behavior of the shaft material and, as a result, to find out the effect of material types on the shaft response and its ultimate capacity based on the concepts of soil-shaft interaction. 7.2 COMBINATION OF MATERIAL MODELING WITH THE STRAIN WEDGE MODEL The bending moment distribution along the deflected length of a laterally loaded shaft varies as shown in Fig. 7-1. This profile of moment indicates the associated variation of shaft stiffness with depth if the stress-strain relationship of shaft material is nonlinear. The strain wedge model is capable of handling the nonlinear behavior of shaft material as well as the surrounding soil. The multi-sublayer technique, presented in Chapter 5, allows one to provide an independent description for each soil sublayer and the associated shaft segment. The effect of shaft material is considered with the global stability of the loaded shaft and the shape of the developing passive wedge of soil in front of the shaft. During the iteration process using the SW model, the stiffness of each shaft segment, which has a length equal to the depth of the soil sublayer, is a function of the calculated bending moment at the associated shaft segment, as seen in Fig. 7-1. Therefore, 7-3 the shaft is divided into a number of segments of different values of flexural stiffness under a particular lateral load. In order to incorporate the effect of material non-linearity, numerical material models should be employed with the SW model. A unified stress-strain approach for confined concrete has been employed with the reinforced concrete shaft as well as the steel pipe shaft filled with concrete. In addition, steel is modeled using an elastic perfectly plastic uniaxial stress-strain relationship which is commonly used to describe steel behavior. The procedure presented provides the implementation of soil-shaft interaction in a fashion more sophisticated than that followed in the linear analysis with the SW model presented in Chapter 5. The approach developed will allow one to load the shaft to its actual ultimate capacity for the desired lateral load and bending moment according to the variation of shaft material properties along the shaft length. 7.2.1 Material Modeling of Concre te Strength and Failure Criteria Based upon a unified stress-strain approach for the confined concrete proposed by Mander et al. (1984 and 1988), a concrete model is employed with circular and rectangular concrete sections. The proposed model, which is shown in Fig. 7-2, has been employed for a slow strain rate and monotonic loading. The longitudinal compressive concrete stress fc is given by f cc x r f c= (7-1) r - 1+ xr where fcc symbolizes the compressive strength of confined concrete. 7-4 x = εc (7-2) εcc where ε c indicates the axial compressive strain of concrete. f cc εcc = εco 1 + 5 f -1 (7-3) co where ε cc is the axial strain at the peak stress. fco and ε co represent the unconfined (uniaxial) concrete strength and the corresponding strain, respectively. Generally, ε co can be assumed equal to 0.002, and Ec r= (7-4) Ec - Esec where 0.5 E c = 57,000 ( f co ) (p s i) (7-5) and 7-5 f cc E sec = (7-6) ε cc Ec denotes the initial modulus of elasticity of the concrete under slowly applied compression load. As mentioned by Paulay and Priestly (1992), the strain at peak stress given by Eqn. 7-3 does not represent the maximum useful strain for design purposes. The concrete strain limits occur when transverse confining steel fractures. A conservative estimate for ultimate compression strain (ε cu) is given by 1.4 ρs f yh εsm εcu = 0.004 + (7-7) f cc where ε sm is the steel strain at maximum tensile stress (ranges from 0.1 to 0.15), and ρs is the volumetric ratio of confining steel. Typical values for ε cu range from 0.012 to 0.05. fyh represents the yield stress of the transverse reinforcement. In order to determine the compressive strength of the confined concrete (fcc), a constitutive model (Mander et al. 1988) is directly related to the effective confining stress (fl) that can be developed at the yield of the transverse reinforcement. 7.94 f l 0.5 2 f cc = f co - 1.254 + 2.254 1 + - fl (7-8) f co f co 7-6 For circular and square section of concrete, fl is given by f l = 0.95 ρs f yh (7-9) • Monotonic tensile loading Although concrete tension strength is ignored in flexural strength calculation, due to the effect of concrete confinement it would be more realistic if it were considered in the calculation. As suggested by Mander et al. (1988), a linear stress-strain relationship is assumed in tension up to the tensile strength (ftu). The tensile stress is given by f t = E c εc for f t ≤ f tu (7-10) and f tu εtu = (7-11) Ec where f tu = 9 ( f co )0.5 ( p si ) (7-12) If tensile strain ε t is greater than the ultimate tensile strain (ε tu), ft is assumed to be equal to zero. 7.2.2 Material Modeling of Steel Strength 7-7 There are different numerical models to represent the stress-strain relationship of steel. The model employed for steel in this study is linearly elastic-perfectly plastic, as shown in Fig. 7-3. The complexity of this numerical model is located in the plastic portion of the model which dose not include any strain hardening (perfectly plastic). The elastic behavior of the steel is limited by the linearly elastic zone of this model at which the strain is less than the yield strain fy εy= (7-13) E so where fy is the yield stress of steel, and ε y is the value of the steel strain at the end of the elastic zone where the stress is equal to fy. Eso is the elastic Young's modulus of steel which is equal to 29,000 kips/inch2. When the value of steel stress (fs) at any point on the cross section reaches the yield stress, the Young's modulus becomes less than Eso of the elastic zone. The initial yielding takes place when the stress at the farthest point from the neutral axis on the steel cross section (point A) becomes equal to the yield stress (fy), as shown in Fig. 7-4a. The initial yielding indicates the beginning of the elastic-plastic response of the steel section. By increasing the load, other internal points on the cross section will satisfy the yield stress to respond plastically under a constant yield stress (fy), as seen in Figure 7-4b. Once all points on the steel section satisfy a normal stress (fs) equal to the yield stress (fy) or a strain value larger than the yield strain (ε y), the steel section responds as a plastic hinge with an ultimate plastic moment (Mp) indicating the complete yielding of the steel section, as presented in Fig. 7-4c. 7-8 During the elastic-plastic stage (after the initial yielding and before complete yielding) some points on the steel section respond elastically (fs≤ fy) and the others respond plastically (fs = fy) with different values of Young's modulus (Es) , as presented in Fig. 7-3. The values of normal strain are assumed to vary linearly over the deformed cross section of steel. If the strain at any point on the steel cross section is larger than the yield strain (εy), the plastic behavior will be governed by the flow of the steel under a constant stress (fy) at the point in question. Regardless of whether the section is under elastic, elastic-plastic or plastic states, the strain is linearly distributed over the whole steel section. In addition, the strain at any point is controlled by the values of strain at other locations in order to keep the strain distribution linear. Generally, the external and internal moments over the steel section should be in a state of equilibrium. 7.3 Φ MOMENT-CURVATURE (M-Φ ) RELATIONSHIP The aim of developing the moment-curvature relationship of the shaft material is to determine the variation of the flexural stiffness (EI) at every level of loading. The normal stress (σx) at any cross section along the shaft length is linked to the bending moment (M) and curvature (φ) by the following equations: 2 y EI d 2 = M (7-14) dx EI EI φ = =M (7-15) ρ 7-9 φ= d 2 = εx 2 y (7-16) dx z z εx = - (7-17) ρo where σ x = E εx = E φ z (7-18) z = the distance from the neutral axis to the longitudinal fiber in question ρo = the radius of curvature of the deflected axis of the shaft ε x = the normal strain at the fiber located z-distance from the neutral axis. The above equations are based on the assumption of a linear variation of strain across the shaft cross section. In addition, the shaft cross section is assumed to remain perpendicular to the shaft axis before and after deforming, as shown in Fig. 7-5. 7.4 ANALYSIS PROCEDURE The analysis procedure adopted consists of calculating the value of bending moment (Mi) at each cross section associated with a profile of the soil modulus of subgrade reaction which is induced by the applied load at the shaft top. Then, the associated curvature (φ), stiffness (EI), normal stress (σx) and normal strain (ε x) can be obtained. This procedure depends on the shaft material. The profile of moment distribution 7-10 along the deflected portion of the shaft is modified in an iterative fashion along with the values of the strain, stress, bending stiffness and curvature to satisfy the equilibrium among the applied load and the associated responses of the soil and shaft. Based on the concepts of the SW model, the modulus of subgrade reaction (i.e. p-y curve) is influenced by the variations in the shaft bending stiffness at every shaft segment. This procedure guarantees the incorporation of soil-shaft interaction with the material modeling. The technique presented strives for a more realistic assessment of the shaft deflection pattern under lateral loading and due to the nonlinear response of shaft material and soil resistance. 7.4.1 Steel Shaft Steel shafts involved in this study have circular cross sections, as seen in Fig. 7-6. The cross section of the steel shaft is divided into a number of horizontal strips (equal to a total of 2m) parallel to the neutral axis. Each strip has a depth equal to the thickness of the pipe shaft skin, as seen in Fig. 7-7. The moment applied over the cross section of the shaft segment (i) is Mi, and the normal stress at a strip (n) is (fs)n (1 ≤ n ≤ m). Using Eqns. 7-17 and 7-18, the stress and strain distributions over the cross section of each shaft segment can be determined as Mi φi = (7-19) (E I )i ( ε s )n = z n φi 1≤n≤m (7-20) 7-11 ( f s )n = ( E s )n ( εs )n (7-21) where Es ≤ Eso; φ i is the curvature at shaft segment (i) which is constant over the steel cross section at the current level of loading; zn indicates the distance from the neutral axis to the midpoint of strip n; (ε s)n represents the strain at strip n; (EI)i represents the initial stiffness of the shaft segment (i); I is the moment of inertia of the steel cross section of the shaft segment (i) which is always constant; and Eso symbolizes the elastic Young's modulus of the steel. 1. Elastic Stage The Young's modulus of any strip of the steel section (i) is equal to the steel elastic modulus (29x106 psi) as long as the stress (ε s)n is less or equal to the yield strain. Consequently, there is no change in the stiffness value of the shaft segment (i) if ε s at the outer strip (n = 1) is less than or equal to ε y. This stage is similar to the linear analysis (constant EI) of the SW model presented in Chapter 5. 2. The Elastic-Plastic Stage Once the calculated strain at the outer strip based on Eqn. 7-20 is larger than ε y, the stress (fs)n determined at the outer strip (n = 1) using Eqn. 7-21 will be equal to the yield stress. Therefore, initial yielding occurs and the elastic-plastic stage begins. During the elastic-plastic stage, the strips of the steel cross section experience a combination of elastic and plastic responses with different values of the secant Young's modulus (Es). Some strips behave elastically (ε s ≤ ε y and fs ≤ fy) , and the others behave plastically (ε s > ε y and fs = fy) with different values of the secant Young's modulus (Es), as shown in Figs. 7-3, 7-4 and 7-8. The normal stresses on the steel cross section are redistributed in order to generate a resisting moment (MR)i that balances the applied moment (Mi) and satisfies the following equation: 7-12 M i = ( M R )i = ( M e )i + ( M y )i (7-22) where (Me)i and (My)i represent the internal elastic and plastic moments induced over the steel cross section (i). The internal elastic moment (Me)i represents the internal moment exerted by the strips (m1) which behave elastically and can be obtained as ( M e )i = Σ ( f s )j A j z j ( 1 ≤ j ≤ m1 ) (7-23) The internal plastic moment (My)i is the moment generated by the yielded strips (m2) which respond plastically and can be calculated using the following equation: ( M y )i = Σ f y Ak z k ( 1 ≤ k ≤ m2 ) (7-24) where A is the area of the steel strip, and 2 m = m1 + m2 (4.25) For the first iteration of the solution in this stage, the steel cross section experiences a resisting internal moment (MR)i less than the external moment (Mi). Therefore, the steel cross section of the shaft segment (i) should maintain a modified stiffness value for the shaft segment in question, i.e. (EI)i,mod. This reduced value of stiffness at shaft segment (i) is associated with an increase in the value of curvature such that the ( φi )mod = φi Mi 7-13 (7-26) ( M R )i new value of curvature, (φ i)mod, is The modified stiffness value at shaft segment (i) can be computed using the following equation, ( EI )i,mod = Mi (7-27) ( φi )mod The above procedure should be performed with all the unbalanced segments along the deflected portion of the loaded shaft at each step of loading. The global stability problem of the laterally loaded shaft is resolved under the same level of loading and soil resistance using the modified values of stiffness of the shaft segments (Eqn. 7-27). Consequently, the new moment distribution (Mi) along the shaft length is assessed during each iteration. The modification for shaft curvature and, therefore, stiffness values at the unbalanced segments continues until Eqn. 7-22 is satisfied over all the defelcted segments of the shaft. 3. Plastic Stage The elastic-plastic stage continues until the steel cross section reaches a condition of complete yield. Thereafter, all strips of the steel section will be subjected to the yield stress (fy) and strain values lager than ε y , as presented in Fig. 7-9. At this level of shaft head load, the steel section exhibits a plastic moment (Mp) which represents the ultimate moment that can be carried by the steel section. Once the steel section reaches the plastic moment, a plastic hinge develops to indicate the beginning of the plastic stage at the shaft segment in question. The plastic moment is expressed as 7-14 M p = Σ f y An z n (7-28) Equations 7-26 and 7-27 are employed in order to obtain the desired values of curvature and the associated stiffness at the plastic section is ( EI )i,mod = Mp (7-29) ( φi )mod During the plastic stage, the moment capacity and the stress over the steel section are restricted to the plastic moment (Mp) and the yield stress (fy), respectively. However, the strain and curvature values are free to increase in order to produce reduced stiffnesses with the higher level of loading. The resisting moment of the completely yielded section (plastic hinge) is always equal to Mp. If the external moment (Mi) which is calculated from the global stability is larger than Mp, Eqns. 7-26, 7-28 and 7-.29 will be employed. The iteration process continues until satisfying an external moment value equal to the plastic moment at the shaft segment in question. The development of the plastic hinge on the shaft does not mean the failure of the shaft but leads to a limitation for the shaft-head load. After the formation of the plastic hinge, the shaft deflects at a higher rate producing larger curvatures and smaller stiffnesses to balance the applied load. Therefore, another plastic hinge may develop at another location on the shaft. If the soil has not failed at the development of the plastic hinge, the shaft may exhibit a lateral load capacity slightly larger than the load associated with the plastic hinge formation due to increase in soil resistance. The laterally loaded shaft is assumed to fail when the outer strip at any shaft segment experiences a strain value larger than 0.15. 7.4.2 Reinforced Concrete Shaft The reinforced concrete shaft has a circular cross section and to be divided into a total number of horizontal 7-15 strips of (2m) as seen in Fig. 7-10. Unlike the cross section of a steel shaft, the cross section of the reiforced concrete shaft is not symmetrical around the neutral axis as a result of the different behavior of concrete under tensile and compressive stresses. The incorporation of concrete tensile strength reflects the actual response of the reinforced concrete shaft. As presented in Section 7.2.1, the employment of concrete confinement has a significant influence on the concrete behavior (strength and strain values). The resistance of the concrete cover (outside the confined core of concrete) is neglected. Therefore, the initial stiffness of the whole concrete cross section (EI)i represents the effective concrete section which is the confined concrete core. The curvature (φ i) at the concrete section (i) is initially determined based on the applied external moment Mi and the initial stiffness of the reinforced concrete cross section (EI)I, i.e. Mi φi = (7-30) (E I )i Based on a linear distribution of strain (ε) over the reinforced concrete cross section, the strain at any strip (n) can be obtained using Eqn. 7-20 and is expressed as ( ε )n = z n φi 1≤ n ≤ m (7-31) Eqns. 7-1 and 7-21, which represent the numerical models of the compressive stress of confined concrete and tensile stress of steel, respectively, are used to calculate the associated concrete stress (fc) and steel stress (fs) at each strip (n). In this study, the tensile stress (ft) is assumed to be equal to the compressive stress (fc) if the tensile strain (ε t)n is less than ε tu, which is more conservative than Eqn. 7-10. Therefore, the reinforced concrete cross section remains symmetric (the centerline represents the neutral axis) as long as ε t at the outer strip (n = 1) is less than ε tu. Under the conditions of a symmetric reinforced concrete section, the moment equilibrium and stiffness modification at any shaft segment (i) can be expressed as 7-16 ( M R )i = Σ 2 [ ( f c Ac )n z n + ( f s As )n z n ] ( 1≤ n ≤ m ) (7-32) Once the value of the tensile strain at the outer strip of any shaft cross section exceeds ε tu, the outer strip on the tension side fails and the cross section becomes unsymmetric. Thereafter, the neutral axis is shifted towards the compression side as shown in Fig. 7-10. In order to accurately estimate the new position of the neutral axis, the cross section should be in equilibrium under the compressive and tensile forces (Fcom and Ften) or ( F com )i = ( F ten )i (7-33) where ( F com )i = Σ ( Ac f c + As f s )n 1 ≤ n ≤ n1 (7-34) and ( F ten )i = Σ ( Ac f t + As f s )n 1 ≤ n ≤ n2 (7-35) n1 and n2 are the numbers of strips in the compression and tension zones of the concrete cross section, respectively. At any strip in the tension zone, ft is equal to zero when the tensile strain is greater than ε tu. Having the values of n1 and n2 (2m = n1 + n2) and using Eqns. 7-33 through 7-35, the location of the neutral axis can be identified, and the resisting moment can be determined as where 7-17 ( M R )i = ( M com + M ten )i (7-36) ( M com )i = Σ [ ( f c Ac + f s As )n ( zc )n ] ( 1 ≤ n ≤ n1 ) (7-37) ( M ten )i = Σ [ ( f t Ac + f s As )n ( zt )n ] ( 1 ≤ n ≤ n2 ) (7-38) where zc and zt are the distance from the neutral axis to the strip in question in the compression and tension zones, respectively. In addition, the behavior of steel bars in the compressive and tensile zones is subjected to the steel model presented in Section 7.2.2. Once the strain of any steel bar is greater than or equal to ε y, fs will be equal to fy in Eqns. 7-34 through 7-38. The equations above are influenced by the ultimate values of concrete strength and strain (ε cu and fcc) that are associated with concrete confinement as presented in Section 7.2.1. If the calculated moment (MR)i is less than the external moment Mi, the cross section curvature will be modified to obtain new values for the curvature and stiffness to balance the applied moment, i.e. ( φi )mod = φi Mi (7-39) ( M R )i The modified stiffness value at shaft segment (i) can be computed using the following equation, 7-18 ( EI )i,mod = Mi (7-40) ( φi )mod By iteration, Eqns. 7-33 through 7-40 are emlpoyed to obtain the desired values of the curvature and the stiffness of the shaft segment (i) in order to generate a resisting moment (MR)i equal to the external moment (Mi). The above procedure should be performed with all unbalanced segments along the deflected portion of the loaded shaft at each level of loading. The global stability problem of the laterally loaded shaft is solved again under the same level of loading and using the modified values of stiffness of the shaft segments. Consequently, the bending moment (Mi) is redistributed along the shaft length. Once any concrete strip under compressive stress reaches the ultimate strain ε cu (Eqn. 7-7), the strip fails and is excluded from the resisting moment. The steel bars fail when the steel strain reaches a value of 0.15. The strength of a failed strip is assumed to be equal to zero in Eqn. 7-28. However, the shaft fails when the stiffness of any shaft segment diminishes to a small value that does not provide equilibrium between the external and the resisting moments. Therefore, the plastic moment of a concrete shaft represents the largest induced moment in the shaft that can be sustained before failure. 7.4.3 Concrete Shaft with Steel Case (Cast in Steel Shell, CISS) In the current case, the shaft cross section is treated as a composite section similar to the reinforced concrete shaft. The shaft cross section (steel and concrete) is divided into a number of strips (equal to 2m) as shown in Fig. 7-9. The thickness of each strip is equal to the thickness of the steel shell (ts). Both numerical material models presented in Section 7.2 are employed here using an iterative technique governed by the deformation criteria of the numerical models. The normal strain is assumed to vary linearly over the shaft cross section which is perpendicular to the shaft 7-19 axis, as shown in Fig. 7-11. Therefore, the curvature is constant over the whole composite section. The applied bending moment (Mi) at shaft segment (i) generates initial values for curvature, stresses and strains in both the steel pipe and the concrete section as described in Section 4.2. Similar to the reinforced concrete section, the concrete resistance in the tension zone is considered. It should be noted that the steel pipe provides large concrete confinement resulting in large values of concrete strength and strain. The composite cross section of shaft behaves symmetrically as long as the tensile strain at the outer strip of concrete (n = 2) is less than ε tu. The strain values of steel and concrete are obtained using Eqns. 7-30 and 7-31. Then the associated stress values of concrete and steel are calculated based on Eqns. 7-1 and 7-21. Generally, the stiffness the composite cross section is modified according to the equilibrium between the external and internal moments as expressed by Eqn. 7-32 for the symmetric section. When the tensile strain of the outer strip of concrete (n = 2) exceeds ε tu, the composite cross section in no longer symmetric and the neutral axis location is shifted towards the compression zone and should be determined by using an iterative technique which includes Eqns. 7-36 through 7-39. It should be noted that the concrete tensile stress (ft) at any failed strip in the tension zone is equal to zero. In addition, at any strip, the steel stress is equal to fy if the strain is equal to or larger than ε y. If the calculated resisting moment (MR)i does not match the external moment (Mi), the stiffness of the shaft segment in question is modified using Eqn. 7-40. The above procedure is performed with all shaft segments under the same level of loading. This procedure is repeated in an iterative way using the modified stiffness values to solve the problem of the laterally loaded shaft (global stability). The iteration process continues until there is equilibrium between the external and resisting moments at all shaft segments. The distribution of bending moment (Mi), along the length of the shaft, and the deflection pattern is based on the modified shaft stiffnesses and the resistance of the surrounding soil. 7-20 It should be noted that the concrete section will not fail before a plastic hinge develops. This occurs because the steel yields at a strain (ε y) much less than the ultimate strain of concrete (ε cu). However, the failed strips of concrete (in either the tension or compression zones) are subtracted from the composite section resulting in a faster drop in the stiffness of the shaft segment in question. It should be emphasized that there is no sudden failure for the concrete portion of the composite section because of the steel shell. The stiffness of the loaded shaft and the effective area of the deflected shaft cross section vary according to the level of loading. Therefore, the actual moment-curvature relationship and the ultimate moment carried by a reinforced concrete shaft or a steel pipe shaft filled with concrete should be calculated using the technique presented. 7.4.4 Reinforced Concrete Shaft with Steel Case (Cast in Steel Shell, CISS) Similar to the shaft cross section presented in Section 4.4.3, the shaft cross section is treated as a composite section. The shaft cross section (steel and reinforced concrete) is divided into a number of strips (equal to 2m) as shown in Fig. 7-12. The thickness of each strip is equal to the combined thickness of the steel shell (ts) and the thickness equivalent to the longitudinal reinforcement, As [tr = As / 3.14 / (Zs - ts)]. Both numerical material models presented in Section 7.2 are employed here using an iterative technique governed by the deformation criteria of the numerical models. The normal strain is assumed to vary linearly over the shaft cross section which is perpendicular to the shaft axis, as shown in Fig. 7-12. Therefore, the curvature is constant over the whole composite section. The applied bending moment (Mi) at shaft segment (i) generates initial values for curvature, stresses and strains in both the steel pipe and the concrete section as described in Section 7-2. The current shaft cross section (Fig. 7-12) is analyzed by following the procedure applied to the CISS section presented in Section 7.4.3. 7.5 SUMMARY A technique for the inclusion of nonlinear material modeling for steel, concrete, and composite steel concrete 7-21 shafts has been developed and demonstrated in this chapter. The strain wedge model exhibits the capability of predicting the response of a laterally loaded shaft based on the nonlinear behavior of shaft material. The technique presented allows the designer to evaluate the location of a plastic hinge developed in the shaft, and to determine the realistic values of the ultimate capacity and the associated deflection of the loaded shaft. The nonlinear behavior of the shaft material has an influence on the lateral response and capacity of the shaft/shaft. This effect is dependent on the values of bending moment (level of loading). In turn, the modulus of subgrade reaction (i.e. the p-y curve) is affected by the changed bending moment, the reduced bending stiffnesses, and the changed deflection pattern of the shaft/shaft. Without the appropriate implementation of material modeling, the shaft/shaft capacity, and the associated deflection pattern and bending moment distribution will be difficult to predict with any degree of certainty. 7-22 Fig. 7-1 Deflection and Moment Distributions in a Laterally Loaded Shaft 7-23 Fig. 7-2 Stress-Strain Model for Confined Concrete in Compression (Mander et al. 1984 and 1988) Fig. 7-3 Elastic-Plastic Numerical Model for Steel 7-24 Fig. 7-4 Different stages of Normal Stresses over a Steel Section 7-25 Fig. 7-5 Flexural Deformations of a Pile Segment subjected to Bending Moment 7-26 Fig. 7-6 A Cross Sections of Steel Shaft Fig. 7-7 Steel Sections Divided into Horizontal Strips 7-27 Fig. 7-8 Behavior of Steel Shaft Cross Section in the Elastic-Plastic Stage Fig. 7-9 Behavior of Steel Shaft Cross Section in the Plastic Stage 7-28 Fig. 7-10 Behavior of a Reinforced Concrete Shaft Cross Section Divided into Strips Fig. 7-11 Composite Cross Section of a Concrete Shaft with Steel Case (CISS) 7-29 Fig. 7-12 A Shaft Cross Section of Reinforced Concrete Cast in Steel Shell 7-30
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The first one to work completely on a mac!!! Rated 5 out of 5 stars
It's great. Really, I've waited so much for this... Congrats.This review is for a previous version of the add-on (188.8.131.52-signed).
Almost there on mac, perfect on win Rated 5 out of 5 stars
Please, on a mac this is failing... I configured to show hilight grid on scrollbar, but nothing happens as I search, and when I hover the mouse cursor in scrollbar, the grid shows up, but the scroll handle disappears. ff 13, mac os 10.7.4....... Please!!!! This addon is wonderfull, congrats! One more detail: I chose to not show grid on scrollbar, and even then when I hover mouse cursor over scrollbar, it disappears.This review is for a previous version of the add-on (0.5.5.1-signed).
Yes, this add-on on Mac does not work well at all (it doesn't work perfectly on any system anyway, but Mac is the worst). I do want to fix everything for the next release but it will take some time as I'm currently very busy with work.


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Westphal leads Eagles, finishes third overall
As a SOPHOMORE (2014-15) XC: Raced at the Minuteman Invitational (9/13), covering the 5k in 18:40.1 for 40th place. As A FRESHMAN (2013-14) XC: Made collegiate debut with a personal best 5k time of 17:51.2 at the UMass Invitational (9/14), finishing in 9th place…ran 18:15 at the Coast-to-Coast Battle in Beantown (9/27), good enough for 42nd place…169th at the Wisconsin Adidas Invitational (10/19), covering 6k in 21:37.0…96th at the ACC Championships (11/1), running 22:39.4…competed at the NCAA Division 1 Northeast Regional Championships (11/15), placing 97th in 22:19.6…honored with "Rookie of the Year" award for XC. Indoor T&F: Did not compete. Outdoor T&F: Doubled at the Raleigh Relays (3/28-29), ran a personal best time of 4:44.49 in the 1,500-meter and followed up by helping the 4x1,500-meter relay squad place 7th (19:30.93)…18th in the 1,500-meter (4:48.64) at the UMass Invitational (4/12)…doubled at the ACC Championships (4/17-19), placed 36th in the 1,500-meters (4:45.57) and 44th in the 5,000-meter (17:59.21)…season best in the 3,000-meter at Stonehill Skyhawk Invite (4/25), running 10:15.26 for 6th place...recipient of the Athletic Director's Award for Academic Achievement.


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In late December 2014, CMS made a small change to its voluntary Self-Referral Disclosure Protocol (SRDP) to help reduce some of the paperwork burden associated with filing under the SRDP.
Section 6409 of the Affordable...more
More than four years after the Centers for Medicare & Medicaid Services' (CMS) issuance of the Stark Self-Referral Disclosure Protocol (SRDP), it's time to assess the results. The SRDP was designed by Congress to resolve...more
The Self-referral Disclosure Protocol (SRDP) permits health care providers to voluntarily disclose violations of the federal physician self-referral law, also called the Stark law. Emily Wein has presented a webinar...more
On May 2, 2014, the Centers for Medicare and Medicaid Services ("CMS") published a request for comments relating to the Self-Referral Disclosure Protocol ("SRDP"). The SRDP is a voluntary self-disclosure instrument that...more
In 2012, the Centers for Medicare and Medicaid (CMS) issued much-anticipated guidance on the Self-Referral Disclosure Protocol (SRDP) through its publication of thirteen settlements and its statutorily-mandated "Report to...more
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About two years ago, North Branch Area Public Schools district leaders started discussing the possibility of the Air Force Junior Reserve Officers' Training Corps opening a branch at North Branch Area High School. High School Principal Coleman McDonough told the School Board March 12 that the scho...Read More
North Branch Area High School
A Level 3 predatory offender will be the subject of a community notification meeting at 6 p.m. Tuesday, Feb. 24, in the auditorium at North Branch Area High School. Facilitating the meeting will be the Chisago County Sheriff's Office, which is releasing information on the offender, Thomas Joseph S...Read More
NBAHS Assistant Principal Glen Stevens helps build school in the Dominican Republic A photo that was taken of North Branch Area High School Assistant Principal Glen Stevens when he went to the Dominican Republic Jan. 26 to Feb. 3 shows two young children climbing on his shoulders and one sitting on ...Read More
Opportunity knocks in the restaurant and food service industry for ProStart culinary students at North Branch, Cambridge-Isanti high schools Local high school students are getting a jump-start on an industry all about restaurants, food service and hospitality through no ordinary culinary program. It...Read More
At 6 p.m. Aug. 13, Fairview Lakes Medical Center and the North Branch Area High School Activities Department will be hosting a concussion seminar in the high school auditorium. Dr. Ahrenholz will discuss the most current information on concussion symptoms and treatments, and Ryan Henry will discuss ...Read More
North Branch Area High School physical education teacher Tony Aho, a 20-year employee of the district, died Monday. The school district has not released details of his death and is requesting privacy for the Aho family at this time. Aho was known to many in the North Branch area not only because of ...Read More
by Madeline Alden This play seemed far from reality at the beginning of our senior year. It all started with a little ambition, dedication, and perseverance. Jessica Petrik originally picked out a play during the summer before school started, thinking that it would be a wonderful idea to have a sp...Read More


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