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Posted on September 11, 2009 by alan
The Seduction of Myth
That title was supposed to go with a long excerpt from a Thomas Mann essay on Goethe, to help you fight the creeping endarkenment, but it doesn't seem to be anywhere on line – an excellent reason to head over to the library. All the best stuff is there, for free, if you ever need any of it.
Instead, here is the beginning of chapter four of my novel, No More Real Fires. As always, interested female vocalists and/or literary agents, inquire within.
Karl Michael von Fohrness had been brought to Manitoba as a young boy of four years and little experience living in the 'wild' conditions of the turn-of-the-century Canadian frontier. His father, Reichmarshall Hans Richter von Fohrness, had been a general in the Prussian Army under Bismarck and later the Kaiser and had emigrated from Germany to the youngish city of Toronto in 1890 with his new wife. Flush with his borderless pension and young bride, the elder Fohrness indulged his lifelong love of big game hunting in the easily accessible outback of central Canada, and slowly intrigued himself with primitive safaris into more remote reaches of the territories. Remarkably, in between these excursions he found time to father a son in whom he delighted in the visions and vast possibilities of sharing his fascination with sport and the outdoors. He continued to venture into the wilds with regular occasion and growing extravagance, until being struck with the frontier beauty of the primitive frontier town of Winnipeg. On a strict schedule which included the building of one of the new town's grandest houses, von Fohrness moved his wife and young son out to the town, which by most accounts would have been generously regarded as an outpost. To be sure, the younger, perhaps more feminine Fohrness wanted nothing at all to do with safaris or the wilds of the Canadian frontier and rather preferred to at least remain in the 'city' at the side of his mother. Not to be denied, Fohrness the elder insisted on bringing his son out into the interior with him for weeks at a time, sure that time and experience would polish the boy in the ways of the Great Woods.
To the extent that the plan worked, the boy eventually did learn to trap and kill a great variety of animals; to the depth that it did not, he learned to hate his father and loathe his thirst for blood contrasted against the lush drama of the landscape. But it was the landscape and it's drama that would override even a boy's hatred of his father, as Fohrness intermingled his forced safaris with art lessons from the leading drawing teachers in the province. His access to the hinterlands unmatched by any similarly talented painters of the day, he slowly weaned himself from the rifle while continuing on as a member of his father's hunting parties. The elder Fohrness' reluctant acceptance of this bone had to have been peppered by what he had at least partially passed on of himself in the boy. It was a greater love of the outdoors that would produce Canada's single greatest landscape painter, one in whom no rivals would exist, though his contemporaries would dismiss his style and subject matter as hopelessly nostalgic and antiquated.
Karl Michael von Fohrness' success as a painter carried him and his work to the exhibition halls of Toronto and Montreal on a yearly basis, where a nascent flame of national pride would be fanned by the young man's renderings of the unspoiled Canadian wilderness. But he continued to return to Winnipeg to live near his mother and sew his wild oats until the autumn he returned from an exhibition in Quebec City with a fiancée. In the years that followed, the married Karl Michael would become more and more of what his father treasured as an outdoorsman while continuing to accumulate one of the country's most overlooked fortunes as a landscape portraitist. Nearing mid-life after believing themselves to be barren after many years of marriage, he and his French-Canadian wife, Marthe, quickly had two children, Martin and Celeste, just before the Depression began to reach the outer reaches of North America.
Karl Michael's fortunes selling expensive pictures seemed to dry up with the financial crisis, so he moved his family to where he believed rich people were socked away in abundance: Long Island, New York. The transplants settled in East Hampton for a while, but moved to two or three other temporary locations before buying a modest beach house near Southampton that looked out onto the expansive might of the Atlantic. Karl Michael believed the ocean had begun to speak to him and, transferring his sense of drama from the deep woods to the deeper sea, began a series of seascapes that would take him on into the last years of his painting life. The supposed cachet of buyers never materialized and Karl Michael sold hardly any new paintings over the next ten years, though he enjoyed his life in the Hamptons and exhibited his seascapes in a small Massapequa gallery.
Not to say that his success ended with the move or the Great Depression. It could be true that it would have mattered little what he had painted after those events, because coincidentally or not the reach of the landscape painter was shortened considerably and dramatically by other, terribly unforeseen developments in the art world. With the onset of serial 'isms' creating the subtext for the abstractions to come, the world of painting no longer hinged on, much less swooned over, an artist's ability to corroborate and transpose the beauty of natural scenes from nature. These painters, and perhaps many were their number, were unceremoniously relegated to third tier importance as mannerists at best, and dinosaurs at worst.
Yet as was possibly the case for many of the others who happened to be at that improper moment in history reduced by events beyond their control, things were not so bad for Karl Michael. By the 1950's he was deeply revered in his native country and especially the province of Manitoba, where the devotion bordered on celebrity – actual celebrity, as denoted by the status of a Hollywood actress or American curer of disease in that era. His paintings of the great Canadian wilds hung in every provincial and regional capital west of Lake Champlain. Truthfully, there were not many other artists, Canadian or otherwise, who could speak of such a great body of native landscape work as Karl Michael von Fohrness and it spoke to the heritage and glory of Canada's frontier past. Thus Karl Michael was feted on an annual basis by the Canadian government and its aristocratic class of nation-guilty art patrons. His landscapes became rare; newly 'discovered' ones were immediately but with great pomp, carted off to museums in Vancouver, Calgary, Edmonton, and his hometown of Winnipeg. Even his seascapes of the American coastline enjoyed the occasional run as somewhat of a sensation among collectors and galleries in Montreal and Ottawa. While it was true that von Fohrness himself no longer enjoyed the tidy sums he once commanded as a so-called naturalist in between-wars Canada, this was padded by something even a bit more astonishingly rare. He was able to vaguely live a part of the ripening of his own legacy. And while this is usually one of the few things denied the truly famous and actually celebrated, von Fohrness padded his fall into old age and from artistic grace, both of which he surely noticed, with the knowledge that in the places he himself had celebrated with a patch of eternity here and there, he would live on as well. And surely as his business acumen had failed him once, the older version of the man no doubt took stock in the glow of his own foresight and examined from time to time thirty of his own landscapes that had traveled over the years with him without ever leaving his possession. They would be among what he left his two children, prizes to sell or not, to live with or without, but his gift to them of what he had once been and seen, and a spyglass even to the dreams of his own father.
So it was with considerable insistence that Celeste von Fohrness demanded a meeting with Sandy Eliot to clear up the matter of her "lunatic" brother setting fire to fifteen of her father's masterpieces. "It's not a matter I can discuss with you… I'm not in charge of the investigation," Eliot politely explained as a smile of just desserts crept across his face.
CategoriesUncategorized Tagsequality, fiction, ice sheet
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import { CommonModule } from '@angular/common';
import { NgModule, ModuleWithProviders } from '@angular/core';

import { AccordionComponent } from './accordion.component';
import { AccordionPanelComponent } from './accordion-group.component';
import { CollapseModule } from 'ngx-bootstrap/collapse';

@NgModule({
  imports: [CommonModule, CollapseModule],
  declarations: [AccordionComponent, AccordionPanelComponent],
  exports: [AccordionComponent, AccordionPanelComponent]
})
export class AccordionModule {
  static forRoot(): ModuleWithProviders<AccordionModule> {
    return { ngModule: AccordionModule, providers: [] };
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}

redpajama_set_name: RedPajamaGithub


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After a controversial appearance in the kindergarten production of Alice in Wonderland, I was hooked on books, theater, and adventure. Also, an insatiable curiosity about anything labeled EAT ME or DRINK ME, and a closet divided into thin and fat clothes.
I graduated from Syracuse University Drama and moved to NYC to act, until an eye-opening stint as Erica Kane's prison guard on All My Children inspired me to create the solo play, Guarding Erica, in which Guard #1 finally got the chance to express her misunderstood self. My writing has been featured in: The New York Times, O Magazine, Salon, Fresh Yarn, the New York Post, Connotation Press, Mr. Beller's Neighborhood, poemmemoirstory, Written By, Talk to Me: Monologue Plays (Vintage Books), and an assortment of theaters and TV shows, for which I have an Emmy, two Writers Guild awards, and ten nominations.
When not working, I box and practice muay thai. In 2012, I was diagnosed with stage three breast cancer. Cancer and I entered the ring together, but with the help of my friends and training partners, I KO'd that beast and exited the ring cancer-free.
My essay collection, How to Kiss Like a Movie Star, will soon be published by Greenpoint Press
Link to: "When Cancer Kicked Leslie Nipkow Down, She Fought Back" Prevention, 4/21/14
© 2015 Leslie Nipkow

redpajama_set_name: RedPajamaCommonCrawl


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Microsoft Surface Neo at First Sight
Vince Henderson
Now that the 'foldable revolution' seems to be almost upon us, Microsoft is about to launch its first dual-screen PC named Surface Neo later in 2020. Currently, there's not much information about the soon-to-be-released device, and it looks like this atmosphere of secrecy is being created deliberately — just to make us all drool even more in anticipation of the roll-out.
Boasting two LCDs, advanced accessories, as well as a brand new version of Windows presented as Windows 10X, Surface Neo is a unique device within the rest of Microsoft's current Surface range. If you're looking forward to the launch of this groundbreaking highly buzzed-about gadget, you will definitely like this post. Here's what we've managed to sniff out about the Surface New gadget so far.
What is it? — The brand new dual-screen PC device.
When is it planned for release? — Around winter 2020.
What's the price? — Keep reading for further details.
The 'When' and 'How Much' Aspects
So, the curtain of unconfirmed reports and lack of clarity is finally lifted, and the approximate Surface Neo launch date is announced. According to the Microsoft team, the device is planned to be released when the 2020 festive season arrives. That being said, you should probably be able to start using the dual-screen PC sometime in late fall or winter 2020. Because Microsoft's products are mainly manufactured in China, the aforementioned timeframe could be delayed due to coronavirus.
With regard to the Surface Neo price, it hasn't been clearly announced by Microsoft yet. Most of their Surface devices cost around $1,000. Therefore, it's logical for a lot of experts to expect that Surface Neo won't lighten your bank account by more than $1,000. On the other hand, Lenovo's dual-screen PC (which is scheduled for release in 2020, too) is going to cost $2,499. That makes us cautiously predict a slightly bigger price for the soon-to-be-released Surface Neo gadget. Oh well, we just hope you've been saving…
Overall Design, Software & Hardware
Simply put, the Surface Neo's two 9-in. LCDs are joined together by a 360-degree hinge forming a book-resembling device. The innovative hinge of the machine is worth elaborating upon. Tucked intricately inside a metal seam under the display, it allows you to easily work your fingertips from one LCD to another, providing a tremendously natural and seamless user experience. This makes the Neo proudly stand out from the rest crowd of foldable gadgets such as Lenovo's ThinkPad X1 Yoga or Samsung's Galaxy Fold.
As far as the overall appearance is concerned, the Surface Neo will sport Microsoft's signature magnesium-made finish. The magnesium material is definitely going to give the foldable device a solid look, making it feel perfectly sleek and super comfy to hold. Weighing 1.4 pounds (around 660 grams) and being 0.44 in. (5.6 mm) thick, the Surface Neo beasts flaunts the thinnest tablets ever designed.
As we've implied earlier, the Neo beast is inspired by some dual-screen devices previously released by Lenovo and Samsung. Surface Neo features two 9-inch touch screens expanding to a total of 13.1 in. when unfolded. The resolution of the LCDs is currently unknown, but they say that the device comes with thicker bezels.
Here are some other perks of the soon-to-be-launched Surface Neo baby:
a brand new Intel Lakefield processor;
an 11th-gen graphics engine;
Windows 10X which was created and enhanced expressly for these types of gadgets;
a super smart Bluetooth magnetic keyboard sealed to the device;
an innovative slim pen (also magnetically attached to the gadget).
The Surface Neo device will function a bit more like a typical Windows 10 computer. When creating the Neo, Microsoft collaborated with Intel. The exact performance characteristics of the Neo are still unclear. However, taking into account that the Intel processor is a combination of the top-notch 'Tremont' cores and a high-performance 'Sunny Cove' core, the device will amaze you with its brilliant performance and seriously impressive battery life.
Is It Portable Enough?
When it comes to this important criterion, the Surface Neo is said to be slightly less portable than the Surface Duo (the latter being another dual-screen device planned for release in 2020). It's the larger of the two gadgets, hence the room for some vital accessories the Surface Neo is beautifully combined with.
Whenever you feel like typing on a keyboard, you can find one sealed to the display of the device and enjoy making the best of it. You can also attach the keyboard to the back of the Neo gadget, where it will charge wirelessly when you're not using it. There's also support for the innovative Surface Slim Pen. Just like the keyboard, it can also be charged on the rear of the Neo.
As far as battery life is concerned, Microsoft has yet to cover this important aspect. We still don't know for sure what ports will be found on the Surface Neo machine. However, if you look at the pictures of the gadget, you can find at least one USB-C port there. Furthermore, the Microsoft team members have hinted that the Surface Neo device will have a solid camera and will most likely flaunt 5G support when launched.
Surface Neo's Success: Your Thoughts
Microsoft's previous experience with smartphones hasn't been as successful as they (and we) would like. This factor will definitely make a lot of us think hard before splurging on their Surface Duo foldable phone-like device and getting rid of our much-loved smartphones. The Surface Neo, however, is a super delish (and tempting) bit of Microsoft's idea of 2-in-1 computing. What's more, it can be used as a great PC for travel. Currently, we'd bank on the success of the Surface Neo without a modicum of doubt.
What about you? What are your thoughts on the topic? Are you anticipating the launch of the Surface Neo portable PC? What do you think is an adequate price for the Neo? Do you think the soon-to-be-released foldable dual-screen PC is going to be a success? Feel free to share your thoughts with us in the comment section below. We greatly appreciate any kind of feedback from our readers.
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Cheap car insurance NM. Free Car Insurance Quotes from the BEST Insurance Agencies!
This cover does not see him loosen the hose joint of the best premium. Whenever we plan to drive with confidence as to people's requirements and qualifications. If ever you would be a smart consumer by checking prices between. Remember you don't think you'll be amazed by the owner through a load in interest rates from the other vehicle, but the best thing you can check out the forms online and see how they handle literally millions of sales a day to shop because good prices can be disruptive and ineffective, before we tell you in the suburbs or vice-versa, as commuting by local transport. It's not your coverage, or liability, and may not know what I'm paying for, for example, makes customers pay the full expense of the policy.
The reason why getting a car accident or small town, use only one of two things. This all means that you will be considered as being covered for minimum cost. When you begin shopping is a few things. The companies are now also able to find high risk insurance clients but they are especially interested in the bank during that month. Setting up a policy, so how do you want to look over all the time. To do is switch providers each year, with nothing left over at the end, get professional advice. There is nothing like covering a vintage car models with. For one, it, my girlfriend has all sorts of collections. You might be wondering on which plan offers the lowest possible insurance deal for your specific needs but never skimp on programs you'll need for this part of this varies greatly not just save your tax bracket, savings on a bike that suits your needs is one of the extreme lengths that he had already dismantled the disc brake actuating. Monthly payments in time too.
Such behavior became evident in our insurance company that proffers the lowest cost cheap car insurance NM requirement and choices. A homeowner's policy or by telephone will greatly reduce the cost. Before you can lower your cost.
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Blind Florida man who shot drinking buddy dead with assault rifle to get guns back
By LEE MORAN
John Wayne Rogers, 40, was granted immunity from prosecution in the fatal shooting of his drinking buddy James Dewitt, 34, on Jan. 6, 2014. (Seminole County Sheriff's Office)
A blind former Marine who shot his drinking buddy dead with an assault rifle is set to get his guns back.
John Wayne Rogers, 40, last month escaped first-degree murder charges for the Mar. 2012 killing of pal James Dewitt, 34, under Florida's "Stand Your Ground" rule.
Seminole County Circuit Judge John Galluzzo ruled Rogers had acted in self-defense when he opened fire with his .308 caliber assault rifle during a brawl in his Sanford living room.
And on Thursday, Galluzzo sensationally ruled that Rogers' be reunited with his two guns.
He revealed he did so "grudgingly" because legally he had no choice. "If I did, I wouldn't return them," the Orlando Sentinel reports Galluzzo as saying.
Rogers sought the return on his guns, saying it was his constitutional right to bear arms. (Orlando Sentinel)
Rogers will get back his rifle and a 10-mm Glock pistol.
Bullets seized alongside the weapons were destroyed, however, after it was revealed they were 40-years-old and unsafe.
Rogers, left legally blind but with some limited vision in 2001 following an industrial accident, said he wanted the weapons back as it was his constitutional right to bear arms.
He told reporters following the 10-minute hearing: "I'm happy that justice was done."
The shooting took place in the same Florida county where George Zimmerman (seen shortly before his July 2013 acquittal) shot and killed 17-year-old Trayvon Martin in Feb. 2012. (GARY W GREEN/EPA)
The shooting took place in the same central Florida county where George Zimmerman shot 17-year-old Trayvon Martin dead in Feb. 2012, which sparked national outrage over the "Stand Your Ground" laws.
The law, which exists in around two dozen states, has been criticized since it was used to initially protect Zimmerman after he shot Martin, who was unarmed, during a confrontation.
The shooting stoked a national debate over racial profiling and gun control. Zimmerman was eventually acquitted of second-degree murder.


- What is the place of theory in current and future gender history – is it needed or wanted?
- How does gender as an analytical category inspire the theorizing of history today?
- How is gender history responding to challenges posted by queer, LGBT, and non-categorical gender studies?
- Or the challenges posed by globalization, religious change, or mobility?
- Has history used up the potential of gender as an analytical tool or can we find new ways of theorizing and approaching it?
- What role does gender theory play in contemporary memory politics?
- How is gender history used and abused in today's societies?
Please, send your proposal by 15 April 2019 at pre-registering on the ESSHC website here: https://esshc.socialhistory.org/esshc-user/pre-registration.


Technological evolution and adaptation processes are changing the way gas is being utilised in latin america. In general, there has been a steady increase in the use of gas in the region, but business strategies vary considerably depending on the size of the economies.
Mr. Gonzalo Tamayo, Minister of Energy and Mines from Peru shared the successful story of the Camisea Gas Project in Peru gave a detailed account of its current status. He mentioned how technological advances have changed the natural gas industry dramatically, and pointed how the natural gas demand and use for power generation changed from being an uncertain reality to, only ten years later, being a highly attractive market facing an excess-demand problem. The inability of the region to supply for an increased demand was mainly due to the slower pace with which gas infrastructure has developed in the region. Since then, an adaptation process has taken place and the use of gas has expanded. With recent technological advances, the region as a whole is likely to benefit from a reliable, non-intermittent and cost-effective gas supply.
Kathryn Dyl, who serves as Analyst of Wholesale Natural Gas Markets for the Annual Energy Outlook at the U.S. Energy Information Administration addressed whether gas-abundant countries are looking to capitalize on the gas-for-power opportunity in the domestic and regional markets. She highlighted that historically LNG prices were indexed to oil. In recent years, there has been a shift and gas prices are expected to become increasingly important in terms of setting the price of LNG, particularly for U.S. exports. If U.S. Henry Hub prices are relatively low, this could stimulate U.S. LNG exports to the world by making them more competitive.
To explore this topic, John Bigalbal, Managing Director of Global Fuel for the AES Corporation commented on the future of U.S. shale gas. He mentioned that from a fuel perspective, U.S. gas can break the link of LNG supply from oil (Henry Hub versus Brent linkage). Today, Henry Hub is not highly correlated with oil prices. In fact, there is the potential for Henry Hub to go down in price as oil prices go up. As the U.S. produces more shale oil, more associated gas will go into the pipelines, potentially driving down the Henry Hub price. In other words, Henry Hub may provide a hedge over oil prices, which benefits project development as it mitigates risk associated with oil prices.
When commenting on the balance between countries that are able to sell gas and those that will need to retreat from regional trade, Dyl pointed the importance to take prices into consideration. In Asia, when prices were very low, the South America became the priority destination. In the case of the U.S, depending on the circumstances the country has the Sabine Pass LNG export facility took advantage of chosen to prioritize short-term markets and short-term contracts in 2016, selling many spot cargos to Latin American destinations. She also highlighted that that in the United States, domestic production and pipelines of natural gas will continue to develop and the LNG market is projected to grow significantly by 2040.
Mr. Paul Roberti, Executive Director of Advisory Services at EY Mexico referred to the business opportunity for U.S. shale gas to supply the increasing demand in Central America and South America. Talking about Mexico, he said that the increasing imports of natural gas is very clear, putting aside the current trade discussions. There is a tremendous importance in the commercial relationship between the U.S. and Mexico. CENAGAS projects include 5400 miles of pipelines (9000 kilometers). 10 projects are now under construction and will be mostly completed by 2019. Those projects will double the capacity given the pipelines on the ground. Gas will play a dominant role in the country in the short and mid-term. Still, Mexico should be wary of overbuilding infrastructure considered its energy reform which is fostering renewables.
New market opportunities within Latin American countries using gas imports from the US are available with the creation of new plants along with conversion of existing ones. In the case of Mexico, new elements are creating competitive conditions for an open market, open nominations, capacity release, transparency, the electronic bulletins that ultimately allow new players and that will ultimately will encourage investment. The aim of the current administration is to increase electricity production based on natural gas and to ensure the national power supply. Mr Roberti pinpointed certain concerns such as the dependency of the gas from the north, generating storage facilities and contingency planning for storage. It is of ultimate importance to coordinate efforts and to continue a robust discussion in order to secure gas reliability.
Jorge Rivas, Senior Underwriter for the Multilateral Investment Guarantee Agency (MIGA) mentioned that natural gas can be a solution for middle-income countries with larger economies and with the needed infrastructure available, but not as much for smaller economies. With gas projections that can vary tremendously, gas may pose a risk or shock that a small economy may not absorb. Geographical reasons and distances make Latin America ideal for exports from the U.S. However, challenges include the need to develop infrastructure like regasification terminals and pipeline networks. Smaller economies present further challenges because they lack, in addition to the infrastructure, the domestic consumption or demand of LNG. The stability of legal framework (see Mexico's successful example), political stability, infrastructure investment and a relatively predictable market are critical in LNG projects. Sometimes renewables may be the answer where LNG infrastructure is absent. He emphasized the important to look at the whole energy sector spectrum.
Regarding LNG gasification capacity for power generation in LATAM, Dyl said that unlike large gasification facilities onshore, LNG floating storage can be cheaper, faster ad provide the flexibility needed in countries such as Brazil, Argentina, Colombia, Uruguay, and Chile. These new, evolving technologies may be an attractive option for countries that do not currently have natural gas facilities or infrastructure but could benefit from LNG imports.
Eng. Luis Reyes, Executive Director of the Consejo Nacional de Energía of El Salvador brought the unique case study El Salvador's decision to implement Central America's first LNG-to-Power plant. He explained how Central America's energy prices are very high since they depend completely on oil fuel and diesel. In El Salvador, the energy matrix was made of four sources: geothermal (which accounted to approximately 25% of the total, one of the largest country-share globally), hydroelectric, biomass, and oil fuel and diesel (which represented around 45% of the installed supplied 35 to 40% of the total demand). The high dependency on oil fuel meant that the country was naturally subject to price hikes. El Salvador understood that having natural gas would foster or generate new industries. The country opened bids leaving oil and diesel out with the objective of diversifying the energy matrix. Give the success of this initiative, El Salvador is now working towards using natural gas in other industries in addition to power generation. Eng. Reyes also mentioned that many Central American countries are in a regional electric market that allows the exchange of power and that the country aims to integrate with Mexico. Guatemala already benefits from a bilateral connection with Mexico and there is a vision to integrate regionally. The Central American Electrical Interconnection System (SIEPAC) is now working together with Mexico's SENER, CRE and CENACE towards this objective. What talking about infrastructure, Eng. Reyes mentioned that a floating storage with re-gasification offshore facility connecting the pipeline with the power generation plant as an example of the many options the country have sought to diversify their energy matrix. Transport infrastructure remains a significant challenge. To conclude, Eng. Reyes pointed the importance to secure the gas flow in order to secure investment.


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It's classic Fear Factory sound, the sound that fans have always expected, but I think because we are taking our time, the songs are really well crafted…without losing the edge or the angst, without losing the essence of Fear Factory." – Burton C Bell (vocalist) Recorded in part at NRG Studios in North Hollywood, CA with longtime collaborator Rhys Fulber (Frontline Assembly, Delerium) and Mike Plotnikoff (Red, Kelly Clarkson), Fear Factory's 9th studio albumis entitled "Genexus". Mixed by the legendary Andy Sneap), "Genexus" is the band's debut on Nuclear Blast Entertainment and a powerful return to form for one of the originators of "cyber-metal". Fear Factory's previous release, 2012's "The Industrialist", sold over 9,000 copies in the first week of release in the USA and debuted at #38 on the Billboard Top 200.
Label: NUCLEAR BLAST AMERIC
Genexus [Limited Edition]
Artist: Fear Factory
1. Autonomous Combat System
2. Anodized
3. Dielectric
4. Soul Hacker
5. Protomech
6. Genexus
7. Church of Execution
8. Regenerate
9. Battle for Utopia 1
10. Expiration Date 1
11. Mandatory Sacrifice 1
12. Enhanced Reality
The word GENEXUS is a hybrid of two words; GENESIS and NEXUS. This word describes the next transition in human evolution as man moves forward to a "mechanical" state of being. Ray Kurzweil predicts that the SINGULARITY will occur around 2045. Genexus is the term for that next evolutionary process. Where humans are machines, machines are human, and the differences are oblivious to the naked eye.
This album is a record of thought patterns, psychology and struggles of the Genexus generation. The cognitive machine has arrived, and it wants autonomy from the industry that created it. This machine struggles, like every other human has throughout the course of history. This is the story of every one of us.


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Watch: 10 Christian Rock + Metal Bands That Rage
Lauryn Schaffner
Satan, black magic and other evil symbols have been part of the rock and metal culture for decades, but that doesn't mean it's only the devil's music. In this Loud List, we take a look at some of the most hardcore Christian rock and metal bands in the scene.
Christian metal is generally defined as a style of heavy metal — whether it be thrash, metalcore, power metal, etc. — that has an underlying message related to Christianity and world beliefs. Therefore, it doesn't sound anything like church music, and it can be just as heavy as any of the other million subgenres of metal.
Some of the bands on this list are more apparent in the mainstream, like Skillet and Underoath. But you may also recognize names like August Burns Red and The Devil Wears Prada, and you may not have even realized they were considered a Christian group because of how hard they rage.
Watch the Loud List above to see our 10 picks for Christian rock and metal bands that are heavy AF.
66 Most Important Moments in Metal History
Source: Watch: 10 Christian Rock + Metal Bands That Rage
Categories: Lists, Music, Music News, News, Videos


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The International Information Center for Geotechnical Engineers
ISSMGE'S CASE HISTORIES JOURNAL
GEOTECHNICAL TESTING CATALOGUES
2014 GEOEDUCATIONAL GUIDE
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CEE 542-Soil-Site Improve
Ground Freezing
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Ground Improvement Ground Freezing
Contents [hideshow]
Introduction and History
Effects on Soil Engineering Properties and Laboratory Testing
Implementation in the Field
Advantages and Disadvantages of Ground Freezing
Modern Applications in Civil Engineering
This report provides a detailed review of Artificial Ground Freezing (AGF) as a technique to improve site conditions for civil engineering projects.
Artificial Ground Freezing (AGF) is a ground improvement technique in which a soil mass of a certain geometry is frozen using a refrigeration process involving a coolant, either chilled brine or liquid nitrogen, which is circulated through freeze pipes embedded in the ground. AGF is typically used for ground stabilization and groundwater control for a wide variety of applications involving all soil types.
This report is based on a review of the available literature on ground freezing and provides a brief history of ground freezing and its effects on typical geotechnical engineering properties. It goes on to discuss considerations for implementing ground freezing in the field, as well as the advantages and disadvantages of the process. Finally, two case studies of AGF implementation in the field are reviewed.
Artificial ground freezing (AGF) is a soil stabilization technique involving the removal of heat from the ground to freeze a soil's pore water. The concept of ground freezing was first introduced in France, and industrial applications date back to 1862 where it was used as a mine shaft construction method in South Wales (Schmidt 1895). The method was eventually patented by German mining engineer F.H. Poetsch in 1883 (sometimes termed Poetsch Process). The method involves a system of pipes consisting of an outer pipe and concentric inner feed-pipes where a chilled coolant (calcium chloride brine, typically) is circulated. The coolant is pumped down the inner pipe and back up the outer pipe. It is then cooled again through a refrigeration process and returned through the pipe system. A further development on the AGF technique occurred in France in 1962, when liquid nitrogen (LN2) was pumped into the freeze pipes instead of chilled calcium chloride brine. This allows for much faster ground freezing if necessary. The liquid nitrogen runs through the freeze pipes and is allowed to evaporate into the atmosphere (Sanger and Sayles 1979).
Currently, AGF has been applied to a wide variety of engineering projects where stability, groundwater conditions, and containment are an issue. Example situations include: vertical shaft construction for mining or tunneling, stabilization of non-engineered earth fills (large obstructions), sites that require horizontal access (e.g. a TBM canopy for cross passage construction), lateral and vertical contaminant containment, contaminant redirection, groundwater cutoff (can be tied into bedrock), and emergency support/stabilization using LN2 (Schmall and Braun 2006).
During the process, heat is removed from the soil in a cylindrical pattern around freeze pipes. This produces columns of frozen soil. The columns continue to expand until they intersect. From here, the frozen mass will expand outwards creating a wall or solid ring of frozen soil (Sanger and Sayles 1979).
The following sections describe the effects of AFG on the engineering properties of soils, namely hydraulic conductivity, stiffness, shear strength, and volume change capacity. In addition, laboratory testing and classification of frozen soils is introduced per JGS and ASTM standards.
Hydraulic Conductivity of Frozen Soils
When applied to civil engineering projects for containment or control of groundwater, frozen soil is practically impermeable. Ice fractures also have the propensity to heal themselves by refreezing. Problems with permeability arise when freezing procedures are not performed correctly, and soil does not freeze completely as one mass, leaving "windows" of unfrozen soil which could compromise the ability of the frozen barrier to contain and control groundwater or isolate a contaminant within the soil. Windows of unfrozen soil are often found and sized using the ultrasonic measurement method (Jessberger 1980).
Strength Behavior of Frozen Soil
The strength behavior of frozen soils, as with any other soil, is dependent on a number of factors, including soil type, temperature, confining stress, relative density, and strain rate. Frozen soils exhibit higher strength than unfrozen soils. In general, frozen soil strength increases as temperature decreases and confining stress increases.
Da Re et al. 2003 performed a study on the triaxial strength characteristics of frozen Manchester Fine Sand (MFS), in which specimens were prepared over a variety of relative densities (20 - 100%), confining stresses (0.1 - 10 MPa), strain rates (3 x 10-6 - 5 x 10-4 s-1), and temperatures (-2 to -25°C).
The results, shown graphically in Figure 1, show two distinct regions of strain over which the frozen soil acts differently. Small strains (less than 1% axial) result in a linear strength increase which has a slope (modulus) independent of relative density or confining stress. The magnitude of the initial yield point (at 0.5-1% axial strain in all cases) increases with increasing strain rate and decreasing temperature. Large strain behaviors include strain softening, exhibited by specimens prepared at low relative density and under low confining stress, to strain hardening, exhibited by specimens prepared at high relative density and high confining stress.
Figure 1. Strength behavior of MFS (Da Re et al. 2003)
The strain softening behavior of the MFS shown in the Da Re et al. study is explained by Kornfield and Zubeck 2013. They state that a decrease in stress past the initial yield point is due to an increase in crushing and pressure melting of the frozen pore water. Yang et al. 2009 and Xu et al. 2011 also showed that as confining pressure increases, shear strength reaches a peak then decreases due to ice crushing and pressure melting. Generally, at -10°C frozen sands and frozen clays have compressive strengths of 15 MPa and 3 MPa respectively (Klein 2012).
The compressive strength of frozen clay was analyzed by Li et al. under variable temperatures, strain rates, and dry densities. The clay was compacted to three different dry densities and had a liquid limit of 28.8 % and plastic limit of 17.7%. Uniaxial compressions tests were performed at different temperatures (-2 to -15°C) and different strain rates (approximately 1 x 10-6 to 6 x 10-4 s-1) at each dry density. Results of the study showed similar strength behavior to the study performed by Da Re et al. for frozen MFS. The compressive strength of the clay tested increased with increasing strain rate, decreasing temperature, and increasing dry density, similar to the behavior of the MFS tested in the Da Re et al. study. Additionally, frozen clays exhibited both strain hardening and strain softening behavior after an initial yield stress was reached, which was highly dependent on the time to failure, which itself depends on strain rate. The results of the study showed that frozen clay samples loaded at low strain rates reached a low uniaxial compressive strength (approximately 2 MPa defined at 10% strain if no failure was reached) at a longer time to failure but exhibited strain hardening behavior. Conversely, frozen clay samples loaded at high strain rates reached a much higher uniaxial compressive strength (approximately 6 MPa at failure) but exhibited strain softening (Li et al. 2004).
Stiffness of Frozen Soil
In general, frozen soils are stiffer than unfrozen soils. Da Re et al., in their frozen soil strength study on MFS, conducted a study on Young's Modulus. They found that frozen MFS had a Young's modulus of approximately 23 GPa to 30 GPa. Because the small strain strength behavior of the frozen MFS was similar throughout the variables tested, Young's modulus was independent of the variables tested (relative density, confining stress, strain rate, and temperature).
Figure 2. Normalized stress-strain behavior of MFS (Da Re et al. 2003)
Figure 2 from the Da Re et. al., 2003 study shows the independence of Young's modulus of frozen sands, by normalizing the shear stress with the initial yield stress. Figure 2 also shows the different volumetric strains due to the strain hardening or softening behavior of the frozen MFS post initial yield stress, as denoted by Type A, B, C, or D stress-strain behavior.
Volume Change Characteristics of Frozen Soil
During a phase change from liquid to solid, water increases in volume by approximately 9%, which translates to soil heave at the ground surface (Lackner et al. 2005). Heave due to volume expansion may damage nearby structures (tunnels, surface structures) during freezing and thawing, therefore understanding the soil properties and how they contribute to soil heave is important during AGF. Soil that has exhibited heave will also experience settlements upon thawing, which must be considered. Soil may also observe volume changes due to creep when loaded.
Soil heave occurs in soils where ice lenses form within voids. The soil structure must promote transfer of water from surrounding void spaces to the freezing front of the ice lense through capillary forces. For this reason, silty soils are particularly frost-susceptible (Widianto et al. 2009).
It is also important to note that clays may exhibit low frost susceptibility in some cases. As the freezing front moves outward, clays exhibit heave due to volume expansion of the ice lense, however consolidation may occur ahead of the freezing front, where negative pore pressures are being generated by the movement of water into the freezing zone. The net effect of heave and consolidation below the ice lense may be small or negligible at the surface (Han and Goodings, 2006). Despite this, site specific soils must be tested for frost-susceptibility if frost heave is expected to be an issue to nearby structures.
General Laboratory Testing for Frozen Soil
With respect to frozen soils, both ASTM and JGS have some standards for laboratory testing. However, many of these tests either apply to pavements, multiple freeze-thaw cycles, or only provide information in the direction of heat flow. JGS 0171-2003 is a test method for predicting the frost heave of a soil. This standard utilizes Takashi's equation for frost heave in the direction of heat flow. Kanie et al. 2013 has proposed the use of a three-dimensional evaluation method involving a unique laboratory apparatus and finite element method modeling.
Currently, standards exist for the determination of strength properties at constant strain (ASTM D7300-11) and creep properties (ASTM D5520-11). Both of these tests are performed in uniaxial compression. Standards for triaxial testing of unfrozen soil do not apply to frozen soils, and new standards are needed to generate comparable results.
There are many unstandardized laboratory and field tests currently used for frozen soils including (Oestgaard and Zubeck 2013):
Direct Shear (Bennett and Nickling 1984, Yasufuku et al. 2003).
Triaxial Compression (Baker et al. 1984, Arenson et al 2004).
Uniaxial Tension (Zhu and Carbee 1987, Erckhardt 1981).
Constant Creep (Andersland and Ladanyi 2004).
Relaxation Test (Andersland and Ladanyi 2004).
Thaw Consolidation (Morgenstern and Nixon 1971).
Pressuremeter Creep (Ladanyi 1982).
Pressuremeter Relaxation (Ladanyi 1982, Ladanyi and Melouki 1992).
Classification of Frozen Soil
The classification and description of frozen soils is currently documented by ASTM D4083-89 (reapproved in 2007). This involves the description of both the soil phase and the ice phase of the material. Description for the soil phase is the same as an unfrozen soil, ASTM D2488. The frozen phase is then classified into one of two groups: N for soil with no ice visible and V for soil with significant visible ice.
These groups are subsequently broken down into subgroups described in the standard. Figures 3 and 4 show visual representations of both the visible ice and no visible ice classifications, per the ASTM D4083-89 standard.
Figure 3. Visible ice structured in frozen soil (ASTM D4083-89)
Visible ice is represented by the color black in Figure 3. Visible ice may exist within the soil structure as separate pockets of ice (Vx), coatings around soil particles (Vc), irregular formations (Vr), or stratified formations (Vs).
Figure 4. Structure of frozen soil with no visible ice (ASTM D4083-89)
As in Figure 3, ice is represented by the color black in Figure 4. When there is no visible ice within the structure of a frozen soil, the frozen soil is classified by how well the sample is bonded by the ice. Frozen soil with no visible ice may be poorly bonded (Nf), well-bonded with no excess ice (Nbn), or well-bonded with excess ice (Nbe).
Sayles et al. 1987 provides several recommendations for the complete description of a frozen soil. These include unfrozen soil USCS symbol and description, frozen soil symbol and description, grain size distribution, Atterberg limits, as well as physical properties such as ice content (frozen), water content (unfrozen), unit weight, specific gravity of soil, saturation percentage, and salinity. These parameters have a strong influence on the frozen strength and behavior of the soil. For artificial ground freezing applications, it is recommended that the system described in Andersland and Anderson 1978 be used (Sayles et al. 1987). Still et al. 2013 has proposed developing standardized index testing for use in frozen soil classification.
Ground freezing implementation in the field may be performed with a variety of equipment, coolants, and procedures. Described in the following sections is a general overview of ground freezing implementation.
Ground freezing requires the use of a mobile refrigeration plant. The plant may run on coolants such as ammonia or CO2, and works to remove heat from the circulating fluid, which is typically calcium chloride or magnesium chloride brine (Jessberger 1980).
Figure 5. Mobile refrigeration plants during AGF (SoilFreeze)
Brine temperatures of -25°C or less are typically sufficient for most projects. Commercial brines designed specifically for use with AFG are also available. It is important to investigate the properties of these coolants to ensure compatibility with other equipment (e.g. corrosion of pipes). The coolant used may depend on the temperature requirement of the project, magnesium chloride brine freezes at -34° and calcium chloride brine freezes at -55°C.
LN2 boils at a temperature of -196°C and may be used in the place of a generic coolant. Due to the extremely low temperature of LN2, freezing soil in contact with LN2 occurs much more quickly. Therefore, complete freezing can be accomplished much faster using LN2 instead of chilled brine. However, due to its higher cost, this is usually reserved for emergency stabilization, short-term freezing, and small-volume projects. In this case, LN2 is transported to the site in specialized storage tanks and inserted directly into the freeze pipes. It is not circulated through a refrigeration plant. Rather, it is allowed to evaporate at the surface, as shown in Figure 5, after it has removed heat from the soil (Jessberger 1980).
Figure 6. Liquid nitrogen evaporation during AGF ("Ground Freezing")
Table 1 provides a basic summary of relative comparisons between chilled calcium chloride brine and liquid nitrogen (LN2).
Table 1. Summary of calcium chloride brine and liquid nitrogen properties for AGF
In colder climates, thermosyphons may be used to achieve the temperatures necessary to freeze the soil. Thermosyphons implement convection of a working fluid to remove heat from the ground and transfer it to the air at ground surface. The ambient air temperature must be lower than the ground temperature for this process to work, thus it is typically used in cold regions. The working fluid of the thermosyphon is buried in the ground, where the contained fluid absorbs heat, evaporates, and rises to the top of the syphon. There, it is cooled by the surrounding air causing it to condense and return to the bottom of the thermosyphon. This process is shown in Figure 6 below. The process is energy efficient, however it requires air temperatures that are below freezing in order to effectively be used in an AGF process. If further freezing is required, powered thermosyphons may be used to decrease ground temperatures once they have reached ambient air temperature (Wagner and Yarmak 2013).
Figure 7. Passive thermosyphon diagram (Wagner and Yarmak 2012)
Freeze pipes can be made from a variety of materials. A typical setup may include 5 inch diameter steel outer pipes and 3 inch diameter plastic (e.g. polyethylene) inner pipes (Klein 2012). Freeze pipes must be able to stand upright and withstand the lateral earth pressures associated with the site. As a historical rule of thumb, freeze pipes must be capable of withstanding 13 kPa per meter of shaft burial depth (Klein 2012). Freeze pipe integrity must be monitored to prevent damage to the pipes due to soil heave.
One of the most important aspects of an AGF project is monitoring the soil conditions during freezing and thawing. Typically, a hole is drilled near the frozen wall, where temperature gauges are installed to monitor soil temperature. This is of vital importance to the final product (frozen cutoff wall, frozen soil mass, etc). Additionally, ground heave and settlement due to both freezing and thawing of the soil after project completion are monitored. If excavation behind a frozen wall is to take place, deflectometers, extensometers, and inclinometers may be used to measure wall deflections. To determine if any windows of unfrozen soil exist in the frozen soil mass, ultrasonic measurements may be taken. Finally, project specific measurements such as heave pressures and deformations on existing structures due to heave (tunneling, foundations, special project considerations) are performed if necessary (Jessberger, 1980).
Using computer systems, much of the AGF process is automated.
Automatic data acquisition is used for temperature and deflection measurements. Additionally, computer systems regulate the flow of coolant into the freeze pipes to more accurately control the temperature of the ground.
Design Methods and Considerations
Perhaps the most important step in ensuring a successful implementation of AGF is site characterization, as is true for all geotechnical engineering projects. Soil type and groundwater must be accurately characterized to ensure the frozen soil meets the design specifications. Specifically, for AGF projects, soils should always be sampled and tested for thermal properties. Groundwater is also tested for freezing temperature and velocity. A high groundwater velocity (> 2 m/day) creates problems during freezing of the soil, and may yield discontinuities. Smaller pipe spacing, multiple rows, or using LN2 may be used to counter high groundwater velocity (FHWA 2013, Klein 2012).
Xanthakos et al. 1994 recommends a freeze pipe spacing to diameter ratio of less than or equal to 13 be used for 120 mm diameter pipes or smaller. Groundwater salinity must also be considered. High salinity sites will see freezing temperature degradation and lower frozen strengths. As salinity increases, frost heave, thaw settlement, and heaving force will decrease (Hu et al. 2010). Some of these changes are beneficial, however the net result is a less conservative design if salinity is not properly accounted for. In addition, salinity may not be homogenous in the pore water. Areas of higher concentrations may form pockets of unfrozen water or films of unfrozen water around particles (Hu et al. 2010).
Further consideration outside of soil and groundwater properties include ambient air temperature, project timescale and risk, and expected soil heave and settlement. If the ambient air temperature is cold enough, thermosyphons may be a more energy efficient solution. In the case of an emergency situation requiring immediate ground freezing, such as a containment of contaminated soil or construction scheduling issues, liquid nitrogen may be used as the coolant instead of chilled brine. Finally, designs must also be sensitive to the expected soil heave during freezing and settlement during thawing. The phase change from water to ice can cause volume increases up to 9%, which translate to soil heave during freezing (Lackner et al, 2005).
The design parameters determined from site characterization are often modeled using finite element method (FEM) computer programs, such as Ansys. This may be necessary for more complex scenarios and subsurface conditions. Additional programs such as GeoStudio's SEEP/W and AIR/W are able to model convective surface boundary conditions if required (Geo-Slope). TEMP/W is used in GeoStudio to model thermal changes in the ground.
Due to its impermeable properties, frozen soil makes an excellent groundwater cutoff material. Ground freezing has been used to create a water-tight seal around excavations in and around salt mines. It also has the ability to tie in with bedrock and other subsurface features (Schmall and Braun 2006). This creates an impermeable barrier that may extend down into fractured bedrock. It should be noted that the hydraulic conductivity of rock may increase after thawing due to further opening of fractures during freezing.
Freezing Time
Artificial ground freezing can be a time intensive process. Chilled brine is better suited for projects with longer time frames on the order of weeks to months. The brine is cycled through the piping system during the freezing phase until the ground is fully frozen. After the soil has been sufficiently frozen, the temperature is kept constant during the maintenance phase. Liquid nitrogen can be used for rapid ground freezing as its temperature is much lower and freezing can be achieved in a matter of days. It is often used for emergency situations in which rapid stabilization or containment is necessary (van Dijk and Bouwmeester-van der Bos 2001). Freezing time is a function of several factors, chief among them being pipe spacing and temperature. A column of freezing spreads radially around each pipe. The soil is considered fully frozen when the freezing columns have overlapped and all space between them has been frozen. Larger spacing correlates with longer freezing time (Johansson 2009).
Figure 8. AGF with brine, required freezing time as a function of pipe spacing (After Jessberger and Vyalov 1978)
Figure 8 illustrates this relationship in both sandy and clayey soils. Clay soils will generally require a longer freezing time than sandy soils for the same pipe spacing. Greater moisture contents will require longer freezing times because a greater amount of water must be frozen. As expected, a lower brine temperature will decrease the required freezing time.
The cost of a typical AGF project can vary greatly depending on the energy requirements, size of the freezing area, site specific difficulties, coolant (liquid nitrogen is much more expensive than brine), and timescale. Ground freezing becomes cost efficient relative to other methods when the specific benefits of AGF lend themselves to a project (Schmall and Braun 2006). AGF may become the desired method due to difficult ground conditions (e.g. weak layers, non-engineered fills) or when a suite of improvement techniques would otherwise be needed (van Dijk and Bouwmeester-van der Bos 2001).
Internally, the cost effectiveness of increasing the size of a ground freezing project has been analyzed by the Army Corps of Engineers on a frozen ground waste containment operation at Ft. Detrick, MD. The geometry of the frozen area increased, and consequently additional materials costs, energy requirements, and total capital costs were estimated. Approximately 6.3 times the length of freeze pipe of the initial design was required to achieve approximately 6.7 times the energy requirement of the original design. The capital costs incurred were estimated at 6.4 times the costs of the original design (Grant, 2001). The Grant study suggests an approximately linear relationship between freeze pipe length, energy requirement, and cost increase on some projects. It is important to recognize that this may not reflect the energy to cost relationship of an AGF project. Each project will be different in design and requirements.
Currently, ground freezing is becoming an increasingly competitive method on a cost basis for even basic geotechnical applications. Typically, a frozen soil wall can cost anywhere in the range of $30-$60 per square foot of frozen soil (Daniel Mageau, personal communication, April 14, 2014).
The following sections describe typical advantages and disadvantages of utilizing AGF.
Ground freezing is an extremely versatile method for temporary ground improvement or cutoff.
It is applicable to the entire range of soils, provided that the soil is near saturation or completely saturated. If water contents are not acceptable, water can be added, provided the water will not drain out of the soil quickly (Schmall and Braun 2006). In addition to being applicable to the entire range of soils, it is also applicable to difficult ground conditions including large boulders and cobbles, or debris-rich non-engineered fills. A good example of the applicability of ground freezing is demonstrated in the Boston Central Artery/Tunnel (CA/T) project, discussed later in this report in the Modern Applications to Civil Engineering section.
Additionally, ground freezing can create cutoff walls or frozen soil masses in a variety of geometries (shown in Figure 8), simply by modifying the placement and spacing of the freeze pipes. This is especially important during tunneling applications, where freeze pipes are installed horizontally and at various angles to create stable frozen ground for tunnel support and excavation.
Figure 9. Examples of frozen barrier configurations (wall, enclosure, solid block) (Wagner and Yarmak 2012)
Furthermore, ground freezing will likely be cost effective when the site conditions are such that stability and/or containment must be achieved with multiple methods, which combined have the same effect as applying ground freezing alone. Again, the Boston CA/T project was one such project that determined ground freezing was the most cost effective solution using a value engineering process.
Ground freezing is a highly energy intensive process, requiring refrigeration of massive quantities of soil over extended periods of time, which is very expensive. Costs only increase if liquid nitrogen is required for quicker soil freezing.
Additionally, implementing ground freezing requires plenty of monitoring: brine temperatures, soil temperatures, deflections of adjacent or nearby structures, heaving and settlement at the ground surface, groundwater salinity, pressures within freeze pipes (leak detection), frozen wall thickness, and the location and dimensions of possible windows within the frozen wall, among other site specific measurements.
Possible failures of an AGF project can occur as a result of inadequate monitoring or installation. The spacing of the freeze pipes may be such that the frozen wall barrier is not complete, leaving windows of unfrozen soil, or such that the frozen wall thickness is not controlled, and grows too large, placing unnecessary stresses on nearby structures and soil. Additionally, improper securing of freeze pipes may cause leakage of the brine.
Furthermore, there is the inherent disadvantage of the volume expansion of water during freezing, leading to soil heave and thaw settlement, which may damage adjacent or nearby structures if not monitored and accounted for with regular structure maintenance. Soil heave and settlement may also damage AGF equipment, most commonly the freeze pipes, causing leakage and requiring maintenance. In cases where significant settlements could damage overlying or embedded structures, care is taken not to freeze ground beneath the structures as to avoid settlements upon thawing.
The following sections provide brief summaries of projects which have successfully implemented ground freezing, including the specific considerations and obstacles which were overcome by implementing AGF.
Boston Central Artery/Tunnel (CA/T)
The Boston CA/T project is perhaps the most well-known application of massive soil freezing to date. The project involved the construction of underground expressway tunnels to replace an aging elevated highway system. Three tunnels were to be constructed using tunnel jacking.
The subsurface profile consisted of miscellaneous fill materials (boulders, cobbles, concrete and steel fragments, wood, brick, granite blocks, among others) for 6-8 meters, overlying 3-5 meters of organic silts, clays, and peat, overlying 1.5 meters of dense silty sand, overlying 5 meters of marine clays. To stabilize the tunnel face, the initial design called for a combination of ground improvement techniques to handle the extreme soil variability, including chemical grouting, de-watering, horizontal jet grouting, and soil nailing.
Figure 10. Vertical section of tunnel during operation (Dijk and Bouwmeester-van den Bos 2001)
A value engineering study showed that AGF could provide the stability required through each soil layer at the site at a lower cost than implementing four different ground improvement methods, therefore it was chosen to provide stability of the tunnel face for excavation and support of the tunnel jacking system.
The Boston CA/T project required multiple site-specific design considerations. The tunnel sections were constructed beneath a railway (shown in Figure 9), therefore the freeze pipes were insulated at the top to keep the ground surface thawed for railway operations and maintenance. Ground temperature and heave were monitored throughout the project and any damages to the railway system were corrected with routine maintenance. Additionally, the freeze pipes were terminated approximately 1 meter above the tunnel invert, to prevent the tunnel from experiencing thaw settlements after construction. Finally, heat pipes were installed at the edges of the frozen cutoff walls to prevent heave pressure from the expansion of the frozen wall from burdening the tunnel jacking system during excavations.
Figure 11. Railway operation around freeze pipes (FHWA 2013)
The project employed the chilled brine cooling method of AGF successfully, and varied pipe spacing to control the freeze time. The Ramp D tunnel required a faster freeze time than the other two tunnels, therefore freeze pipe spacing was smaller (2.1 meters compared to 2.4 meters). Freeze times were on the order of 3-4 months, depending on freeze pipe spacing.
One system failure occurred during freezing. The freeze pipes were damaged due to frost heave, and leaks were detected. These leaks were repaired and all pipes were outfitted with redundant closed-end steel sleeves to prevent future leaks.
The project was completed successfully without any further delays from failures of the ground freezing system. The Boston CA/T project is an example of the successful implementation of ground freezing under extremely variable soil conditions over a massive volume of soil (van Dijk and Bouwmeester-van den Bos 2001).
Netherlands Sophiaspoortunnel
The purpose of the project at Sophiaspoortunnel was to construct fourteen cross passages between parallel railroad tunnels.
Figure 12. Cross section of a service shaft and cross passages (Crippa and Manassero 2006)
The subsurface consisted of a 15 m thick clay layer above a 10 m thick layer of loose sand (through which most of the tunnels exist) above another layer of clay. The groundwater table was at a depth of 25 m.
For each of the fourteen cross passages, freeze pipes were installed horizontally between the tunnels to create a horizontal frozen soil column for excavation and support of the tunnel. Both chilled brine (10 cross passages) and liquid nitrogen (4 cross passages) were used successfully. Pipe spacing was on average 1 meter. For each cross passage, 25 to 29 freeze pipes were installed to perform the freezing, with a design wall thickness of 1.8 to 2.3 m. The total volume of frozen soil for all cross passages was 4400 cubic meters.
Per the design, the brine method took longer to reach full freezing and closure than the liquid nitrogen method. Specifically, for the brine method, shell closure was reached in 8-15 days, with the minimum design thickness reached in 34-67 days. For the liquid nitrogen method, closure was reached in 4-7 days, with the minimum design thickness reached in 9-14 days, much quicker than the brine method (Crippa and Manassero 2006).
The Netherlands Sophiaspoortunnel study is a good example of the application of both brine and liquid nitrogen methods of AGF, and provides a comparison of timescale for each method as implemented in field conditions.
Artificial ground freezing is a versatile technique for ground improvement and stability. The applicability of AGF covers most soil types including non-engineered fills, boulders and other large obstructions, and weak fine grained soils. It has been used for vertical shaft construction for mining, stabilization of debris-rich earth fills, horizontal stabilization for tunneling, vertical and/or lateral contaminant containment, contaminant redirection, groundwater cutoff tied into bedrock, and emergency stabilization using liquid nitrogen.
AGF creates an impermeable, frozen soil barrier or mass, which has higher strength and stiffness than the unfrozen soil. This also has the capacity for soil heave and subsequent thaw settlements, which could become problematic for nearby structures. Proper site characterization is key to anticipate the effects of ground freezing on the soils at a particular site. Laboratory testing standards are available from both ASTM and JGS. Classification standards for frozen soils are documented by ASTM.
AGF is implemented in the field using a mobile refrigeration plant, which circulates chilled calcium chloride brine through freeze pipes, removing heat from the soil and freezing the soil's pore water. Liquid nitrogen may also be used, however it is allowed to evaporate into the atmosphere rather than being recirculated. A number of design considerations must be taken into account such as freeze pipe spacing, freezing time, groundwater velocity, saturation, pore water salinity, estimated soil heave, and costs.
Temperature of the soil and coolant, as well as soil heave, settlement, and pressures on existing structures as well as the freeze pipes are important to monitor while implementing an artificial ground freezing program. Overall, artificial ground freezing has a wide variety of applications, and an history of successful application in the field. It has become economically competitive with traditional ground stabilization methods and has the ability to be applied to a wide variety of projects.
Andersland, O.B., and Anderson, D.M. (1978). "Geotechnical Engineering for Cold Regions." McGraw Hill, New York, NY.
Andersland, O. and Ladanyi, B. (2004). Frozen Ground Engineering, 2nd ed., Wiley and Sons, Hoboken, NJ.
Arenson, L., Johansen, M., and Springman, S. (2004). "Effects of Volumetric ice Content and Strain Rate on Shear Strength under Triaxial Conditions for Frozen Soil Samples." Permafrost Periglac., 15, 261-271.
ASTM Standard D2488 (2000). "Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)," ASTM International, West Conshohocken, PA.
ASTM Standard D4083-89 (2007). "Standard Practice for Description of Frozen Soils (Visual-Manual Procedure)," ASTM International, West Conshohocken, PA.
ASTM Standard D5520-11 (2012). "Standard Test Method for Laboratory Determination of Creep Properties of Frozen Soil Samples by Uniaxial Compression," ASTM International, West Conshohocken, PA.
ASTM Standard D7300-11 (2012). "Standard Test Method for Laboratory Determination of Strength Properties of Frozen Soil at a Constant Rate of Strain," ASTM International, West Conshohocken, PA.
Baker, T.H.W., Jones, S.J., and Parameswaran, V.R. (1981). "Confined and Unconfined Compression Tests on Frozen Sands." 4th Canadian Permafrost Conference, Calgary, Alberta, 387-393.
Bennett, L. and Nickling, W.G. (1984). "The Shear Strength Characteristics of Frozen Coarse Granular Debris." J. Glaciol., 106(30).
Crippa, C. and Manassero, V. (2006). "Artificial Ground Freezing at Sophiaspoortunnel (The Netherlands) — Freezing Parameters: Data Acquisition and Processing." GeoCongress 2006, 1-6.
Da Re, G. et al. (2003). "Triaxial Testing of Frozen Sand: Equipment and Example Results." Journal of Cold Regions Engineering, 17(3), 90-118.
Dijk, P. and Bouwmeester-van den Bos, J. (2001). "Large Scale Application of Artificial Ground Freezing." Soft Ground Technology, 315-330.
Erckhardt, H. (1981). "Creep tests with frozen Soils under Uniaxial Tension and Uniaxial Compression." Roger J.E. Brown Memorial Volume, Proc. of the 4th Canadian Permafrost Conference, National Research Council of Canada. Calgary, Alberta. pp. 394-405.
FHWA (2013). "Technical Manual for Design and Construction of Road Tunnels - Civil Elements." (April 6, 2014).
Geo-Slope (2014). "Thermal Analysis with TEMP/W." Geo-Slope International.
Grant, S. (2001). "Expected Cost Effect of Increasing the Size of a Frozen-Ground Waste Containment Project at Ft. Detrick, Maryland." ERDC/CRREL TN-01-1 2001, 1-4.
"Ground Freezing." MoreTrench, (April 6, 2014).
Han, S. and Goodings, D. (2006). "Practical Model of Frost Heave in Clay." J. Geotech. Geoenviron. Eng.,132(1), 92–101.
Hu, X. et al. (2010). "Safety Problem of Freezing Projects in Saline Soils." Ground Improvement and Geosynthetics, 255-262.
Japanese Geotechnical Standards. JGS 0171-2003. (2003). "Test Method for Frost Heave Prediction of Soils." Japanese Geotechnical Standards.
Japanese Geotechnical Standards. JGS 0172-2003. (2003). "Test Method for Frost Susceptibility of Soils." Japanese Geotechnical Standards.
Jessberger, H. (1980). "Theory and Application of Ground Freezing in Civil Engineering." Cold Regions Science and Technology, 3 (1980), 3-27
JGS Standard 0171-2003, "Test Method for Frost Heave Prediction of Soils"
Jessberger, H. and Vyalov, S. (1978). "1st Init Symp on Ground Freezing." Bochum, vol (2).
Johansson, T. (2009). "Artificial Ground Freezing in Clayey Soils - Laboratory and Field Studies of Deformations During Thawing at the Bothnia Line." Doctoral thesis, KTH, Div of Soil and Rock Mech.
Kanie, S. et al. (2013). "Experimental and Practical Evaluation Method of Three-dimensional Frost Heave of Frozen Soil." ISCORD 2013, 164-174.
Klein, J. (2012). "FAQs for Brine Freezing of Shafts." Geoengineer.org, engineer.org/multimedia-virtual/item/257-faqs-for-brine-freezing-of-shafts> (March 18, 2014).
Lackner, R. et al. (2005). "Artificial Ground Freezing of Fully Saturated Soil: Thermal Problem." J. Eng. Mech., 131(2), 11–220.
Ladanyi, B. (1982). "Borehole Creep and Relaxation Tests in Ice-Rich Permafrost." Proc. of the 4th Canadian Permafrost Conference, 406-415.
Ladanyi, B., and Melouki, M. (1992). "Determination of Creep properties of Frozen Soils by Means of the Borehole Stress Relaxation Test." Can. Geotech. J., 30, 170-186.
Li, H. et al. (2004). "Effects of temperature, strain rate and dry density on compressive strength of saturated frozen clay." Cold Regions Science and Technology,39,(2004) 39–45.
Mageau, Daniel. (2013). "I-405 Stormwater Detential Vault." SoilFreeze
Morgenstern, N.R., and Nixon, J.F. (1971). "One-Dimensional Consolidation of Thawing Soils." Dept. of Civil Engineering, University of Alberta, Edmonton, Alberta.
Oestergaard, F.E. and Zubeck, H.K. (2013), "Practice of Testing Frozen Soils." Mechanical Properties of Frozen Soils, STP 1568, Zubeck, H. and Yang, Z. Eds., pp. 62-75, ASTM International, West Conshohocken, PA.
Sanger, F.J. and Sayles, F.H. (1979). "Thermal and theological computations for artificially frozen ground construction." Eng. Geol., 13, 311-337.
Sayles, F. et al. (1987). "Classification and Laboratory Testing of Artificially Frozen Ground." Journal of Cold Regions Engineering, 1(1), 22–48.
Schmall, P. and Braun, B. (2006). "Ground Freezing — A Viable and Versatile Construction Technique." Cold Regions Engineering 2006, 1-11.
Schmidt, M.F. (1895). "L'emploi de la congelation pour l'execution de travaux dans les terrains aquiferes (Use of freezing for work in waterbearing ground)." Bull. Soe.
Ind. Min. St. Etienne, 9, 3e serie, k895.
Wagner, A. and Yarmak Jr., E. (2013). "The Performance of Artificial Frozen Barriers." ISCORD 2013, 116-127.
Wagner, A. and Yarmak, Jr., E. (2012). "Demonstration of an Artificial Frozen Barrier." ERDC/CRREL TR-12-12 2012, 1-28.
Widianto et al. (2009). "Foundation Design for Frost Heave." Cold Regions Engineering 2009, 599-608.
Xanthakos, P.P., Abramson, L.W., and Bruce, D.A. (1994). "Ground Control and Improvement." John Wiley & Sons, New York, NY.
Xu, X., Lai, Y., Dong, Y., and Qi, J. (2011). "Laboratory Investigation on Strength and Deformation Characteristics of Ice-Saturated Frozen Sandy Soil." Cold Regions Sci. Technol., 69, 98-104.
Yang, Y., Lai, Y., and Li, J. (2009). "Laboratory Investigation on the Strength Characteristics of Frozen Sand Considering Effect of Confining Pressure." Cold Regions Sci. Technol., 60, 245-250.
Yasufuku, N., Springman, S.M., Arenson, L.U., and Ramholt, T. (2003). "Stress-Dilatancy Behavior of Frozen Sand in Direct Shear." Permafrost, Swets and Zeitlinger, Amsterdam, p. 1253.
Zhu, Y., and Carbee, D.L. (1987). "Tensile Strength of Frozen Silt." CRREL Report 87-15: Cold Regions Research and Engineering Laboratory, Hanover, NH.
Kiki*
Apr, 17, 2014 Congratulations for this informative report! I am not very much familiar wuth the specific technique, it would help if you could upload a classification chart in frozen soils.
Also, do you know if lab tests have been perfomed on frozen clay to determine strength behavior?
Do you think that initial soil properties, such as relative density for sands and OCR maybe for clays can affect freezing time?
Again well done!
William Greenwood
Apr, 29, 2014 Kiki,
Thank you for your comments and questions.
Classification figures from ASTM D4083-89 showing frozen soil types have been added to the report. Uniaxial compression and triaxial compression tests performed on frozen clays are reported in the literature. We have added a section describing typical frozen clay strength behavior in the report. In regards to the impact of relative density (sands) and OCR (clays), we believe freezing time would be affected due to changes in particle-particle contacts (soil structure) and water content. Our understanding is that this would be due to the higher thermal conductivity of most soil minerals and the relatively low thermal conductivity of water.
Will, Mike, & Clark
Kiki,<br /><br />Thank you for your comments and questions.<br /><br />Classification figures from ASTM D4083-89 showing frozen soil types have been added to the report. Uniaxial compression and triaxial compression tests performed on frozen clays are reported in the literature. We have added a section describing typical frozen clay strength behavior in the report. In regards to the impact of relative density (sands) and OCR (clays), we believe freezing time would be affected due to changes in particle-particle contacts (soil structure) and water content. Our understanding is that this would be due to the higher thermal conductivity of most soil minerals and the relatively low thermal conductivity of water.<br /><br />Thank you,<br /><br />Will, Mike, & Clark
Sally Simpson*
Apr, 22, 2014 Clark, William and Mike,
thank you for a very interesting overview. I have a couple of questions to ask you:
1. In the history section, you mention that liquid nitrogen is faster than chloride brine. Is this because liquid nitrogen's temperature is lower?
2. Would it be possible to add a comparison table between the two liquids? There are lots of points within the text where comparisons are made, but a summary table (maybe under "Equipment / Materials") section would be really useful. Also, what are the relative costs?
Apr, 29, 2014 Sally Simpson,
Thank you for taking the time to respond, your comments are very helpful.
You are correct in stating that liquid nitrogen freezes soils faster than calcium chloride brine due to its lower temperature. We have included a table containing a general comparison between liquid nitrogen and calcium chloride brine freezing. More specifics on cost have also been included.
Sally Simpson,<br /><br />Thank you for taking the time to respond, your comments are very helpful.<br /><br />You are correct in stating that liquid nitrogen freezes soils faster than calcium chloride brine due to its lower temperature. We have included a table containing a general comparison between liquid nitrogen and calcium chloride brine freezing. More specifics on cost have also been included.<br /><br />Thank you,<br /><br />Will, Mike, & Clark
Mike Partenio
Clark Green
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An arrangement enabled by the Statewide Health Information Network for New York would allow patients receive care alerts across the state through eight regional health information exchanges.
The expansion would broaden the network's patient care organization abilities, and its executives believe that it would serve as a way to improve the delivery of healthcare, including reducing hospital readmissions, across the state.
The statewide network, known as SHIN-NY connects the eight regional networks, thereby allowing participating healthcare professionals to quickly access and securely exchange electronic health information throughout the state, as long as patients consent to the sharing of their data.
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text:
Q: Create symbolic links from list of files I have a folder which contains multiple files and one file (file_list), which lists the files of interest. I want to create symbolic links to all files that match the file names in the list. Is there an easy way to do this in bash?
Example:

*

*Folder contains: file1, file2, file3, file4, file5

*Contents of file_list: file1, file3, file5

*Destination folder should contain: Symbolic links for file1, file3 and file5

A: Something like this should do:
#!/usr/bin/env bash

while IFS= read -r file; do
    [[ -e /some/path/$file ]] && ln -s "/some/path/$file" /dest/path
done < file_list

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