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Stories about: Surely
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grey rule
10/9/2008 9:06:17 PM ET
Surely the neighborhood shortcut is a quicker way to work, but the long way has that pair of hilly, 20-mph "S" corners that let TL's performance-oriented all-wheel drive sling it fiercely through the turns.
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3/5/2008 10:11:30 PM ET
By Robert Bianco, USA TODAY
There's a big surprise in store tonight on the second, better episode of New Amsterdam (Fox, 9 ET/PT), though whether it counts as a good or sensible surprise is open to question. The cop drama gets pushed aside a bit in this outing, and no loss there as we travel back in time with John to his life as a lawyer in 1941 New York.
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1/10/2008 05:40:14 PM ET
By Dan Gelston, AP Sports Writer
Jonathan Bricklin's forearms are only slightly larger than the handle of his pingpong paddle, proving there's likely no need for a table tennis version of the Mitchell Report.
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10/18/2007 03:08:07 PM ET
Steve McClaren blames "four minutes of madness" in Moscow for England's dwindling chance of qualifying for next year's European Championship. He should take a closer look at five days last October.
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10/4/2006 10:11:53 PM ET
By Tom Weir, USA TODAY
When the Keeneland track begins its fall meet Friday, one tradition will be missing. Over the summer, Keeneland excavated the track that served as a pathway for Kentucky Derby hopefuls for 70 years. It spent $8 million replacing the dirt with 16,000 tons of sound-muffling Polytrack, a cushy blend of recycled rubber, synthetic fibers and mined silica sand.
grey rule
9/6/2006 8:09:20 AM ET
The young Austrian woman imprisoned for 8 years in an underground cell "thought only of escape" during her entire ordeal, and once tried to jump out of her captor's car, she told a magazine and a newspaper in interviews published Wednesday.
FIND MORE STORIES IN: News | Vienna | Austrian | General Hospital | Wolfgang Priklopil | Surely | Profil
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5/15/2006 10:49:53 AM ET
Eva Longoria tops Maxim's seventh annual Hot 100 list of the most successful women in film, TV, music, sports and fashion for the second year in a row.
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5/13/2006 10:07:36 PM ET
By Peter Keraotis, Florida Today
Former San Francisco Giants Super Bowl MVP Joe Montana is railing against the NFL and the way the league treats its former players. "You know what makes me mad?," said Montana, "the way they treat former players. Not just me. But some of those old guys, too, those guys who can barely move and walk."
grey rule
9/1/2005 11:37:46 PM ET
This was hardly like old times for the Ol' Ball Coach. Steve Spurrier had a new black visor and the same offensive style, but he needed a fourth-down stop by his defense with less than three minutes to go to save a 24-15 victory over Central Florida in his return to college football Thursday night.
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== Win a JBL Boost TV speaker -- 5 winners! ==

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text:
We all know that motherhood often changes your path. Sometimes in little profound ways… sometimes in huge-change-direction-at-the-fork-of-the-road ways. For Annapolis-area moms Bridgette Michaels and Dawn Madak, it helped them find the beat. It makes sense when you know their story — in the same way an obscure Bob Marley song makes the perfect name for their kindie rock band.

The two moms make up 2/3 of the kindie band Guava Jelly.

Bridgette, who has a PhD in oceanography, comes from a musical Caribbean family. A bit discouraged by the music available for the pint-sized crowd, she and her husband recorded a CD of original ‘by the sea‘ songs in her living room. Kid-friendly tunes that adults could groove to, too. (Necessity is the mother of invention, right?). She started performing them at local coffee shops.

Dawn knew Bridgette as one of the other preschool moms and heard she was singing around town. But instead approaching her at school and asking for a play date for their three-year-old daughters, Dawn went up to Bridgette and asked if she could play conga drums for her.

The kicker? Dawn didn’t quite know how to play the drums.

“I had an affinity for the back beat!” she joked over the phone. And Bridgette saw a spark. It wasn’t the first time she’d teach a novice musician. She taught her husband how to play guitar for their daughter, too. She gave Dawn her CD. One week later, Dawn was playing congo drums.

That was seven years ago. (And they’ve since been joined by Gary Peresta on bass).

What I love about the band: the Caribbean vibe Bridgette brings to the each song. The fact that the band is named after a Bob Marley song (really, too cool). That they’ve uploaded all of their music to iTunes and we can download by DC or by song. (Sweet!) How my kids sway to Bobbin’ Bobbin’ JellyfishThat Pirate Ruby sails the Chesapeake and kicks some serious buttucci (as my kids say). The sweet melody of Dream that lulls my toddler to sleep. That there are a few parts of Love that remind me of Adam Sandler’s I Wanna Grow Old With You from The Wedding Singer. C’mon. You know you loved that movie, too.

The band is getting ready to launch their first official CD online (Editor’s note: you can download Bridgette’s other two CDs for children online, too!) and are playing a variety of gigs around town. You may have seem them at our Innovation Saturday event. They’re booked for tons of festivals this year, including fam-friendly The Nextival on May 21st!

Music isn’t their only passion. Bridgette is an administrative assistant at The Key School and Dawn is a founding member of the puppet show musical venture Zoo in My Room with Kindersinger Jim.

Two local moms on a kid music mission. Can’t wait to see where it takes them!


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Corpse Party Wiki

Sugatani Senior High School

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Sugatani Senior High School (須賀谷高等学校 Sugatani Kōtōgakkō?) is a senior high school where two minor characters of Corpse Party -THE ANTHOLOGY- Sachiko's Game of Love ♥ Hysteric Birthday 2U attend.

  • According to the Character Correlation Chart, the students are shown as being formerly from Sugatani Senior High School (元 須賀谷高等学校 Moto Sugatani Kōtōgakkō?).
Schools in Corpse Party
Blood Covered Aizome Junior High SchoolAmazaki West Senior Private SchoolByakudan Senior High School
Distant Futures Elementary SchoolHakuro Number 3 Junior High School
Heavenly Host Elementary SchoolKisaragi AcademyLexern Senior High School
Matsukaze Prefectural High SchoolMisato Municipal Brotherhood HighMusashigawa Girls' School
Musashino Academy Middle SchoolPaulownia Academy High SchoolSeisei Academy for Girls
Shibagami Private High SchoolSt. Catherine Academy High School
St. Maryanne University High SchoolTendo Senior High School
Book of Shadows Byakudan Senior High SchoolGreat Harbor Elementary SchoolHeavenly Host Elementary School
Karasuyama High SchoolKisaragi AcademyKomashiro Trade School
Koyo Girls' Academy Middle SchoolKurashiki Industrial High SchoolMomijigawa High School
Musashigawa Girls' SchoolPaulownia Academy High SchoolRenaissance Elementary School
Reubens Academy Senior High SchoolSeisho Junior High SchoolShobu University Middle School
Takine Municipal Middle School
Blood Drive Byakudan Senior High SchoolEast Kawaki Middle SchoolEast Koyo Elementary School
Eriol Int'l Junior High SchoolHeavenly Host Elementary SchoolHinagaoka Girls High School
Hinata High SchoolIwagawa University High SchoolKeimei Academy Middle School
Kisaragi AcademyKitashiro High SchoolKoraku Yanagiya High School
Nijima Academy High SchoolPaulownia Academy High SchoolSobutai Junior High School
St. Cruz Girls' High SchoolSugatani Senior High SchoolTakemori Trade School
Other Schools Minazuki Academy High SchoolSatsukiyama AcademyTendo Girls' Senior High School
Tsukinoka High School

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text:
Nic & Bossi’s behind-decks-brotherhood has now created floor-frission at an uncountable number of countries. They’ve sold out arenas, conquered electronic music capitals, spun at a litany of major festivals and 10 years into their career became the highest climbers on DJ Mag’s Top 100 chart. Driven by their critically applauded albums, club-busting singles  (incl. ‘Not Enough Time’, ‘Body of Conflict’, The Theme, So Get Up and ‘Falling Back’) and scene-defining classics ‘Be Your Sound’, ‘Fire Wire’ and ‘Exploration of Space’, their place in electronic music’s hall of fame has long since been locked.

Relive 3h set from Ministry Of Sound show in London! Relive 3h set from Ministry Of Sound show in London!

What a night! On Friday, 18th November 2016 Cosmic Gate played a 3 hour set at The Gallery night at the legendary Ministry Of Sound Club in London. Relive the set HERE!
Read more »

Materia Album Tour Phase One Materia Album Tour Phase One

Hints, teasers, allusions and clues – they’ve all been out there. Today though, Cosmic Gate make the word official: their 7th artist album will be released on January 20th, 2017! Cosmic...
Read more »

Event Horizon Music Video Event Horizon Music Video

Ferry Corsten and Cosmic Gate’s long awaited collaboration “Event Horizon” is available everywhere today. In celebration of this future classic, the producers have teamed up to present...
Read more »

Tour Dates

Date Venue Location Tickets
Dec 15Crystal - W DohaDoha, Qatar
Dec 17Sunset Music Festival 2016Colombo, Sri LankaTickets RSVP
Dec 26T13Belfast, United KingdomTickets RSVP
Dec 30Home NightclubDarling Harbour, AustraliaTickets RSVP
Dec 31Project Zero - NYEPaddington, AustraliaTickets RSVP

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Kiss That Sound Artist & Music Management
Phone: +49 (0) 2802 800 887

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© Copyright 2016 Cosmic Gate. Website by Dancefoundation. All Rights Reserved.


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CPHG team volunteers at Fluvanna Middle School

On the Day of Caring this year, CPHG volunteers headed out to spend the morning working on a project at Fluvanna Middle School. Since their move in 2012 into the old high school building, FMS has been gradually working towards reclaiming the old Flying Flucos football stadium. No longer used for high school football games, the press boxes and other structures around the stadium needed to be updated with a fresh coat of paint. The school supplied the paint, rollers, and brushes, the CPHG volunteers supplied the labor, and so together they accomplished the goal. The team left that day with the stadium area looking much better than they found it.

This entry was posted in Homepage Feed, Uncategorized. Bookmark the permalink.


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CPI Networks – Review of the Top 10 Sites

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Best CPI Networks Reviews

Using CPI method is not as easy as it may seem. You need to consider a number of traffic sources as well as their quality. Always note that every traffic source has several key features and differences. They also define a particular mobile ad network. That is why a proper and accurate identification of every source is vital. Otherwise, you will never be able to proceed with efficient investments and obtaining quality targeted traffic.

Compare The Available Traffic Sources

First of all, you need to arrange an efficient ad campaign that will result in quality traffic. You need to decide what number of daily downloads you are expecting to get using available mobile ad networks. Pay attention that you are going to use a model with a variety of traffic sources. That is why you need to indicate a desired number of downloads for every source in particular. The best way to avoid extra spending and inefficient budget usage is to establish caps on every traffic source avoiding all possible bad channels. Start to implement your CPI model with choosing the best and most efficient traffic providers and best mobile ad network. Regular monitoring will let you indicate good sources and increase CPI there while less efficient sources may come up with a lower CPI and downloads level.

Always Do The Detailed Optimization

Many marketers find it difficult to determine the most appropriate number of mobile advertising networks to operate with. The daily number of top mobile ad networks though should never exceed the amount you can handle. Keep in mind that you will have to proceed with detailed analyzing and optimization. In other words, if you feel like you have not enough experienced employees to complete all these tasks, you are to reduce the number of networks for maximum efficiency. Pay attention that you may always reject any of your active mobile advertising networks while implementing a chosen ad model.

Compare The Efficiency Of Each Campaign

CPI model consists of some basic parameters you will need to set. The first and foremost is the Cost Per Install available in best mobile ad networks. Check whether you have the same setting for every traffic source you work with. This is rather important when it comes to comparing the efficiency of every source. Never use low CPI mobile advertising network in case you seek a high-quality traffic. However, if you use this model for the first time, it is better to start with low CPI and increase it gradually along with the number of downloads.

Every internet marketing campaign comes with risks including frauds. That is why preventing frauds is of great importance especially when it comes to mobile app campaigns and traffic sources. Whenever you track inefficient traffic, you are supposed to reject a particular traffic supplier and close the source. Daily monitoring and analysis of every particular source is the only way to detect and eliminate a mobile advertising network.


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Saturday, January 1, 2011

Happy New Year!!

Happy New Year!
We are celebrating this freezing cold January day
with our wonderful families,
a whole lot of football....
and a fun feast of hors d'oeurves to munch on all day long!
Yup, yummy potato skins, spicy corn dip, spinach artichoke dip, meatballs,
little smokies, veggies & dips, marinated olives and more!
We even hit a few after Christmas sales and got some fun goodies!
What traditions do you have for New Years?
Hope your day is wonderful!

kasthurirajam said...

beautiful.Belated wishes for the happy and properous new year 2011

Paige said...

Happy New Year to you! Loved watching football all day today.

Peggy said...

Love your blog. I wanted to let you know I mentioned your blog in a post of mine. I was practicing on a bird ornament. Thanks for sharing.

JC's Loft said...

Happy New Year ladies!!!!!!!!!!!!!

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EPISODES ‘Episode 4’

Matt LeBlanc calls Sean and Beverly when he needs a friend, but he soon reverts to his selfish demeanor.

Blair Marnellby Blair Marnell

EPISODES 'Episode 4'

Episode Tite: "Episode 4"

Writers: David Crane & Jeffrey Klarik

Director: James Griffiths

Previously on "Episodes":

Sean (Stephen Mangan) and Beverly Lincoln (Tamsin Greig), a husband and wife writing team were lured to Hollywood by duplicitous TV executive Merc Lapidus (John Pankow). Although they were hired to adapt their hit British TV series "Lyman’s Boys;" which was quickly bastardized into "Pucks," a hockey themed sitcom starring Matt LeBlanc of "Friends" fame. Matt and Beverly got off on the wrong foot and established an adversarial relationship.

However, Sean found himself accompanying Matt on an impromptu trip to Las Vegas where they bonded together and became friends, much to the annoyance of Beverly. She also noted that Matt was no longer including her in discussions on the set and gave all of his deference to her husband.

On the set of "Pucks," the pilot episode seems to be going well even if the comedy is flatter than… well, I’m not going to say it. Anyway, Beverly finally discovers the real age of Morning Randolph (Mircea Monroe), the lead actress on her sitcom. And Beverly is very dismayed when she learns that Morning is actually older than she is but she still looks like she’s in her ’20s. Beverly also seems jealous when Morning embraces Sean on the set, landing him in hot water with her. Matt approaches them in a suit and tells them that he has to leave for his children’s custody hearing and the pair wish him luck.

That night, as the Lincolns prepare for bed, Matt calls Sean and asks him to pick him up from a bar in Santa Clarita, where he is drunk out of his mind after losing custody of his kids. As Sean points out that Matt is his friend and must have been desperate to ask him for help, Beverly volunteers to go with him for the long drive. Once they arrive at the bar, Matt balks at Beverly’s presence and asks Sean why he brought "Betsy." After more snipping, he explains that a paparazzi photographer with a grudge is waiting for him outside the bar to catch him driving home drunk.

The Lincolns attempt to distract the photographer while Matt sneaks into the back of their car, but he interrupts them to ask which car is theirs, allowing the photographer to catch Matt once again. On the way back to Los Angeles, Matt explains that he lost custody for having sex with the nanny who was supposed to be watching his kids at the time. As he rails against the injustice of the court’s decision, he tricks the Lincolns into taking him to his ex-wife’s home. Once there, he pleads to see his kids and his ex-wife relents. With the Lincolns and his ex, Matt watches his sleeping children and realizes what a terrible mistake he made.

On the car ride back, Beverly feels a great deal of sympathy for Matt and invites him to stay with them for the night. He returns the gesture by thanking her profusely, calling her by her actual name… and by barfing on her shoulder. They get Matt to sleep in a guest room, but the next morning, the Lincolns find a strange woman who Matt called over for some quick sex. Matt also resumes his mocking attitude towards Beverly and calls her "Betsy" once more.

This may be the best episode of "Episodes" yet. And the reason is Matt LeBlanc.

LeBlanc has essentially been playing an asshole version of himself. But in this episode, he not only portrayed himself in a negative light, he also managed to be sympathetic. The scene at his ex-wife’s home was unexpectedly affecting when Matt came to terms with what he did and stopped blaming others for his mistake. Even his reconciliation with Beverly was well done and felt like a real moment of character growth.

Of course it couldn’t last.

However, it definitely feels like a step backwards. I know that a lot of the premise for this series relies on the conflict between Beverly and Matt. But the writers could have found other ways to bring them back up against each other them rather than simply falling back into the same behavior patterns. It’s disappointing for the characters and also a troubling sign for the show, which doesn’t seem to have much mileage beyond the central concept of fish out of water writers surviving in Hollywood’s crazy atmosphere.

I enjoyed Tamsin Greig’s performance as Beverly for the first time since the pilot because she wasn’t acting like an incredible shrew for the entire episode. There were some predictable moments when she showed her jealously towards Morning and her obsession with age. But her gesture to Matt was also a great moment for her and gave her some much needed dimension on top of her perpetually annoyed persona. It’s always a good thing when characters manage to surprise the audience while remaining true to themselves. I like that.

This was also the first episode that really broke the format of the series and stayed away from most of the network shenanigans of Merc and Carol. I hadn’t realized how annoyed I was getting with those characters until they were gone. And it was a much needed break. By just focusing on the three leads, "Episodes" may have finally found its footing as a comedy series.

But I’m not sure how much life this show has. It’s funny that one of the recurring themes of the last two episodes is how to make a comedy series work over several years if there’s nowhere new to go. We already know that by episode 7, Sean and Beverly will be on the outs with each other and Beverly will get into a head on car accident with Matt. That seems like a pretty definitive conclusion that we’re heading towards, without any more surprises along the way.

If Matt and Beverly had truly reconciled, I would have a little more faith in the longevity of the premise. I still want to see where the series goes, but I don’t know if the destination will be worth the trip.

Crave Online Rating: 8 out of 10.


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Dienstag, 5. Februar 2013

color-love. style-love.

I´m (again) so in love with these great colors
and all the vintage things and this great style.
And - again - I want to rerenovate immediately.
A great house, isn´t it?!
Hope your tuesday is simply great and filled with lovely inspiration!

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text:
What is a geotechnical report

Understanding the Geotechnical Report as an Engineering and Construction Reference

Course Outline

    1. Engineer and contractor requirements.
    2. Geotechnical report contents
    3. Analysis of data given in report
    4. Soil boring equipment
    5. Recommendations for construction methods and slopes
    6. Soil boring logs
    7. Soil description (classification such as silty-sand)
    8. Soil properties (hard, stiff, dense, loose, etc.)
    9. Boring depth
    10. Boring refusal
    11. Blow counts
    12. Soil moisture content
    13. Soil dry density
    14. Particle distribution curves (sieve analysis)
    15. Atterburg limits (liquid limits and plasticity index)
    16. Compaction test (optimum moisture for compaction)
    17. Direct shear tests
    18. Seismic velocity lines
    19. Permeability

Learning Objective

This course introduces the student to the many components that make up a thorough Geotechnical report. The various observations and tests are explained so that an inference to the ground properties can be achieved. The Geotechnical report is a complex scientific document that can be confusing to even highly experienced people.

Owners, architects, engineers, and contractors must be able to understand the implications of the reports in order to achieve an on time, on budget and failure free project.

At the conclusion of this course, the student will learn:

  • That major projects usually have Geotechnical Reports.
  • How to interpret the Geotechnical report for consistency.
  • How to evaluate soils for embankment suitability.
  • How to determine the presence of ground water and how it will effect design and construction.
  • How to interpret seismic velocity diagrams for excavation methods.
  • To Understand that the Geotechnical Report is often a subjective opinion of an individual geologist.

Course Introduction

The Geotechnical report provides critical and vital information for the owner, architect, design engineer, and the contractor to use and evaluate. The owner wishes to assess the cost of the project foundation and earthwork. The structural engineer is responsible for the design of an economical but sturdy building foundation. The architect may be forced to arrange building layouts to accommodate varying soil conditions. The contractor wants to bid a competitive but realistic price for the excavation and embankment work. For these reasons, all the essential players have a personal stake in the Geotechnical report. All these players must be able to understand the ramifications of the soil study. A foundation failure of a major structure is measured in millions of dollars and ruined careers. It can even lead to loss of life, such as the Teton Dam failure. An ignorant or misinformed contractor can lose millions in unanticipated costs. Such mistakes often lead to major lawsuits that drag on for years and cost everyone except the lawyers. Being able to understand and analyze the Geotechnical report to avoid costly mistakes is in the best interest of all the project players.

Course Content

Geotechnical (soils) reports are prepared to provide the design engineer and contractor with information regarding the soil conditions at a specific location. These reports are a wealth of information for the person that can properly interpret the information presented. Usually the soil report is primarily written to give the structural engineer the specific information needed to effectively design the structural foundations. Construction methods and contractor concerns are usually addressed as a minor side issue and in gross generalities. Only after a number of site visits and studying several soil reports will you begin to really understand what is being presented by the reports.

The soil report is usually made available at least in part to the contractor during the bidding stage. It is in all the parties’ best interest to accurately and unambiguously define the ground conditions. The more definitive the soils report the greater the confidence the engineer has in developing a foundation design and the contractor will price the work more competitively. While small, light structures with shallow footing may only need a cursory review, large complex projects require a definitive, comprehensive and thorough Geotechnical analysis.

Often the report is issued for information only and is not a part of the construction contract documents. This is done so that the owner can try to limit liability for contractor interpretations and changed conditions. There is always language that states that the report represents only the actual spots examined and conditions can vary. This expressed caution is very real and it is very common to find unexpected soil changes or buried obstructions that are discovered during construction. It is wise to be very leery of contracts that contain a no changed condition clause. Whether the owner is trying to hide something or only limiting risk exposure, this can lead to very expensive and time-consuming litigation where no one wins.

Whenever possible, you should try to get as much local history of the project site as possible. Always try to visit the project site and do your own pot holing with a backhoe. This will give you a much better understanding of the actual soil conditions. The site may have been a dumping ground or historical site. An archaeological find or hazardous material can be very disruptive to the work. Over time local contractors will gain an amazing knowledge of the regional geology and the construction methods that are the most effective. For instance, in one area I worked there was an extensive volcanic tuff that was very difficult to rip or blast. By knowing the tuff formation limits exactly gave us a huge advantage in bidding work in the area and kept us out of trouble. If possible, interview local contractors and equipment operators as to what to expect. Valuable information can be quickly obtained from a friendly conversation.

The objectives and the information required by the design engineer and the contractor differ dramatically. The design engineer needs to know what is needed to found the structure. The contractor wants to know what is needed to build the designed foundation. Generally, construction methods are the chosen by the contractor so long as no damage is caused. For that reason, the soil reports tend to be very vague when addressing construction methods.

Engineer objectives.

The design engineer wants to know what is under the surface to support the structures. To that end, the engineer needs to know several critical soil properties:

    1. What is the allowable soil bearing pressure?
    2. What is the expected foundation settlement?
    3. What is the active soil load?
    4. What is the passive soil loading?
    5. What is the sliding friction factor?
    6. What is the potential for differential settlement?
    7. What is the soil liquefaction potential during an earthquake?
    8. What are the seismic design accelerations?
    9. Where is the groundwater table?
    10. What is a permanent stable slope?
    11. Will piling be required?
    12. Can the native soil be used for backfill?
    13. What are the criteria for the pavement sections?
    14. Are hazardous wastes present?
    15. How corrosive are the soils?
    16. Will there be voids, obstructions or unstable soils?

Contractor questions.

The contractor wants to know what the subsurface conditions are so that an accurate estimate of costs and time can be entered into a competitive bid. To that end the contractor will search the soils report to determine the following:

    1. Where is the ground water and how much water must be pumped?
    2. Is there rock to be drilled and shot (sometimes blasting is not allowed)?
    3. Can the ground be ripped with a bulldozer?
    4. What excavation equipment and methods will be most effective?
    5. Is there enough space on the job to store backfill materials?
    6. Can the native material be used for backfill?
    7. Will the native material need to be processed (screened/crushed) for backfill?
    8. How much backfill must be bought and imported?
    9. How steep can the temporary excavation slopes be cut?
    10. Can obstructions be expected?
    11. What compactive effort and equipment is needed for backfilling?
    12. Will excavation shoring be required?
    13. What is the most effective shoring method?
    14. Will the ground stand long enough to use trench shores or shields for pipe trenching?

Now that we have asked the questions, how do we glean answers from the soil report? The report is directed mostly to the design engineer and the contractor usually must make an interpretation of the information to develop a construction plan. This interpretation is often vital to the success of the project. If the report is ambiguous or fails to properly identify the ground conditions, the result is often a changed condition claim. These claims can entail lengthy delays, increased cost, disputes and lawsuits. It is important to read the entire report and understand that each geologist has a different style of describing the soils, as they are field sampling.

Recently, a geologist described the soil in one report as dense silty-sand. This classification was suspicious because the borehole was advanced with a carbide tipped rotary drill and hit refusal above the required excavation depth. Further investigation revealed that the soil was in fact unweathered massive granite rock. Because blasting was not allowed, the excavation costs were estimated at $50.00 per cubic yard versus $3.00 per cubic yard. This amounted to nearly a million dollars of added excavation cost to the estimate. A cursory review of the report could easily mislead the owner, engineer and contractor with disastrous results.

Geotechnical Report Contents.

The well-prepared Geotechnical report will be organized along the following outline:

    1. Introduction: This will identify the project by location and name. It will also briefly outline the scope of the investigation.
    2. Project Description: This will give an overview of the structures, with proposed foundation depths.
    3. Field Exploration and Testing: This will identify the methods and equipment used to bore and test the soils.
    4. Site conditions: This will describe the terrain, prior known land use, general area geology, groundwater, fault proximity, seismic shaking, landslides and other concerns such as sink hole or fracturing problems.
    5. Recommendations: The various explorations and tests are translated into specific loading criteria, settlements, dewatering requirements, seismic accelerations, pavement sections and site coefficients.
    6. Site observations: This is where the appeal is made that it is important to have Geotechnical experts review the actual excavation procedures and the warning that differing soil conditions may be found.
    7. Maps: A general area map with geology and faults is usually included. Site maps with boring log locations are included.
    8. Logs: This will contain the boring logs with soil densities, blow counts, ground water elevations, moisture, soil classifications and sample locations.
    9. Test results: This section includes sieve analysis, optimum moisture plots, direct shear tests, cone penetrometer, contaminants and other various tests that are deemed necessary.
    10. Seismic velocities: This procedure is used when hard rock is expected. The sound speed through rock is a good indicator of what methods will effectively excavate the ground.

The contractor must make an interpretation of the soils report in order to answer the 14 common questions. There are a number of clues in the report that will assist the contractor in making decisions to select the appropriate construction methods, productions and estimating earthmoving costs. There is no one indicator to show what the ground conditions really will be. The entire report must be read, absorbed and analyzed. The report will contain observations, recommendations and test results that must be individually interpreted. Sometimes apparently conflicting information will be presented. Also, the soil conditions will be described in such broad generalities that it is nearly meaningless to the contractor. Often impractical construction solutions are offered, such as temporary construction slopes that are so flat that the top of slope would extend beyond the easement limits.

The basic clues that must be understood to make an educated judgement of the soil conditions are:

    1. Soil boring equipment
    2. Recommendations for construction methods and slopes
    3. Soil boring logs
    4. Soil description (classification such as silty-sand)
    5. Soil properties (hard, stiff, dense, loose, etc.)
    6. Boring depth
    7. Boring refusal
    8. Blow counts
    9. Soil moisture content
    10. Soil dry density
    11. Particle distribution curves (sieve analysis)
    12. Atterburg limits (liquid limits and plasticity index)
    13. Compaction test (optimum moisture for compaction)
    14. Direct shear tests
    15. Seismic velocity lines
    16. Permeability
  1. Boring Equipment:

    The bore hole or test pit is advanced with a variety of equipment. Bore holes advanced with an auger means that the ground can be excavated with normal earthmoving equipment, i.e. backhoes, scraper, bulldozers and the like. Bores that are made with a pneumatic, carbide tipped drill or similar rock drill means that blasting or heavy ripping will be required.

    Test pits are usually dug with a backhoe. The size of the backhoe makes a huge difference as to how easily the ground can actually be dug. A small rubber tired backhoe-loader will show refusal (unable to dig) on soils that can be readily excavated with large track mounted backhoes or heavy equipment.

  2. Recommendations:

    If the report is concerned with settlement, liquefaction and suggests over-excavation; that usually means weak clayey soils. While these soils may be easy to dig, they may also be unsuitable for backfill and wet and sticky. Even though clayey soils may appear to be firm enough to drive on, they can start to pump with repeated heavy-wheeled traffic. This is when the moisture is worked toward the surface by the equipment pounding and turns the top layer to mud and the equipment will get stuck. If this condition is present it may be necessary to build aggregate haul roads. Rain and snowmelt will turn clays to mud and may be difficult to dry out enough to travel on.

    Often the recommendations will include soil pressures for temporary shoring. If the recommended soil active pressures are below about 25 pcf, the ground should be firm enough to allow fairly steep construction excavation slopes. If the recommendations are in the order of 25 to 35 pcf the ground may require flatter construction slopes. If the recommendations are higher than 35 pcf, impractical flattened slopes may be required. Very high-recommended loading of about 80 pcf indicates ground water is present and/or oozing clay mud is present. Remember this is only one part of the information available. Further scrutiny of the report will often reveal that the recommendations are ultra-conservative.

  3. Soil Boring Logs:

    The boring logs will detail the soil layers by depth from the surface or by elevations. The log will contain such information as: soil classification, relative denseness of the soil, sampling points, sample recovery, water content, dry unit weight, blow counts per foot and ground water depth, drill refusal and if well casing was needed. Often the soil descriptions are subjective by being based on the experience and judgement of the observing geologist. How dense or hard the soil is often based on how quickly the drill can be advanced. The description is often based on the look, feel and sometimes smell or taste of the soil. The boring logs are a good place to start to understand the soil properties. The boring logs should be plotted on the drawings and on cross sections so the relationship of the excavation, structures is scaled to the soils and water table. If casing of the hole was necessary, it usually means the ground is too weak to stand on a normal construction excavation slope.

    Below is an example of a well-presented boring log

    Note that the log presents the following data.

      1. The date of the boring. This is useful information. Water table can fluctuate seasonally.
      2. The boring log number, in this case: B-1. This will be plotted on a plan view so that the actual spot can be scaled to the work to be done.
      3. The ground elevation at the boring is given: 703.8 (MSL). MSL is for mean sea level. Marine construction often uses mean lower low tide elevation as a reference. The difference between these references can cause mistakes, so be sure of the reference elevation.
      4. The drill used was a hollow stem auger. This means that the ground was not rock, since and auger will not penetrate rock that requires blasting or heavy ripping.
      5. The soil is logged and classified by depth from the ground surface. Sometimes the log will also reference elevation.
      6. The blows/foot is number of times the 140 lbs drive weight dropped 30 inches needs to penetrate one foot. The 37 blows per foot confirm the description of dense or well-compacted soil.
      7. The moisture content range of 1.2 to 5.7% means the soil is very dry and will require a lot of water to achieve compaction.
      8. The dry density in the top 4 feet is 127.7 pound per cubic foot (PCF). This indicates a well-graded soil with a low void ratio. It can be expected to have significant cohesion and friction angle.
      9. The soil between 5 and 8 feet of depth has a dry density of only 96.8 pcf. This indicates the soil is poorly graded and a low percentage of fines. This soil will probably have little or no cohesion. That means it may not stand on a construction slope as steep as 1H to 1V.
      10. The soil classification descriptions and relative compactions are shown as loose, dense, etc.
      11. Note that no ground water is shown. If ground water is found it will be shown at the depth of encounter as an inverted triangle with a line under it. Sometimes this symbol is small and easy to miss.
  4. Soil Descriptions:

    This will usually identify the soil by classification of particle sizing such as cobble, gravel, sand, silt, or clay, etc. Most soils are a combination of these classifications, meaning there is a gradation of material. Sand and larger grains are often referred as cohesionless soils. Without clay or silt fines sand, gravel and cobbles will not have cohesion (glue) to bind the soil and give it shear strength. Soils with clay or silt are often referred to as cohesive soils, as they are capable of developing significant shear strength.

  5. Soil Properties:

    Usually soils are described as loose, dense, hard, stiff, soft, etc. Usually, the relative density terms of: loose, dense are applied to sands and gravels. Terms such as soft and stiff are usually applied to clays and silts. Hard can mean rock or cemented soils, although if the soils are cemented the geologist will usually mention that fact. Loose or soft ground means that the ground may not support a slope as steep as 1H to 1V. Dense sands or gravels are no guarantee that the gravels will stand on a steep excavation slope, as they may be tightly packed but have little or no fines to cause cohesion. Cemented soils can be caliche, volcanic tuff, or pyroclastic ash. These soils can be some of the most difficult and expensive materials to excavate. They can have a relatively low density and show as being relatively soft rock. However, they tend to absorb blasting energy and almost impossible to penetrate with a ripper tooth.

  6. Boring Depth:

    Usually the boring logs are advanced well below the planned excavation depth to insure that accurate formational trends can be plotted and no weak layers are present near the foundation grade. When the borings are terminated above or just at the planned excavation depth, you must be very wary. This means you cannot be sure of what may be encountered at the bottom of the excavation. Is there going to be rock or water that must be handled? Did an obstruction halt the drilling effort?

  7. Boring Refusal:

    This is usually indicated at the bottom to the boring log, if it occurs. If all refusals are well below the planned excavation depth, it will not be a major concern. If a small percentage of the borings have met refusal in the excavation limits it usually means that there are isolated obstructions. It is not possible to determine what is the obstruction unless the soils report or site history reveals the object. A small isolated boulder can stop an auger drill and be of little concern. On the other hand, it could be a ridge of solid rock that will be expensive to remove.

  8. Blow Counts:

    This is a very important measure of soil properties. This is a standard penetration test where a 140-pound weight is dropped and the number of blows to advance the point one (1) foot is counted. Obviously the more the blows the harder the soil. Loose or soft soils will show blow counts of less than 10. Blow counts of 10 to 50 blows per foot usually mean the ground will be fairly easily excavated. When the blow counts are over 50 but less than 100, ripping of the ground is very likely. When blow counts exceed 100, the ground may be very difficult to excavate and require blasting or hoe ram effort.

  9. Soil Moisture Content:

    Optimum compaction moisture is usually between 8 and 15% of the dry weight of the soil. Ground water will show about 25 to 40% moisture by weight of the dry soil. Supersaturated clay can be 50% water. Those are oozing mud that will not support the weight of even low ground pressure tractors. I have seen tractors break through a surface crust and sink so fast that the operator barely has time to climb on top of the roll cage.

    Optimum water content in the soil causes some cohesion, helps to control dust, and allows easy compaction effort. We have all seen sandcastles built on the beach with moist sand and cars can drive just above the surf. Higher up on the beach where the sand is dry, cars will get stuck and the sand can only be piled in a cone shape. As soon as a wave washes over the sandcastle, it is erased. Clean, dry sand and gravel will have little or no cohesion and will ravel to a slope of at least 1H to 1V. The natural undisturbed angle of repose of sand and gravel is about 1.5H to 1V slope. This is seen at a gravel mine where processed material is

    discharged from a conveyor and forms a cone shaped pile. The friction angle of the soil allows the gravel to form a pile.

    When soils contain less than about 5% moisture, it is too dry. If there is more than 5 to 10% clay or silt fines, dust control is a concern. Spraying or pre-wetting water is usually needed to excavate dry ground efficiently. When the difference between the in-situ moisture and the optimum moisture is known, water delivery needs can be calculated. If 6% water must be added to the soil to reach optimum water and the soil weights 100 pcf, then 6 pounds of water must be added. This calculates to 162 lbs/cyd or 22 gal/cyd. Additional water for evaporation, dust control, and waste must be added. Free draining sands and gravels will use lose the effective water very rapidly and the required usage can double. It is difficult to add water to clays because the permeability is low. These soils may require substantial mixing and kneading to uniformly introduce water. The general rule of thumb is 30 to 50 gallons of water are needed to compact each cubic yard of soil. A scraper fleet is capable of moving 1,000 cyd per hour. The water needs can be approximately a 1,000 gal/min. Water supply for such operations can be a major problem.

    When the moisture content is more than about 15%, the ground is too wet. Equipment can bog down by pumping clays and silts after only a few passes and turn the haul road to mud. Clean sands and gravels are usually not a problem unless the excavation is below the water table. These soils are usually free drain enough that no special effort is required to dry them out. On the other hand, overly wet clays can be a serious problem to handle. Wet clay will tend to stick to tires and truck beds greatly reducing load and haul efficiency. Extensive effort may be required to reduce the moisture for fill and compaction. The clay or silt may require spreading; disking and/or mixing with dry material. This can be a very expensive and time-consuming effort.

  10. Dry Soil Density:

    Normal soils will have dry densities between 95 and 130 pounds per cubic foot (pcf). Solid rock and heavy metallic ores can have densities exceeding 150 pcf. Loose cohesionless sand will usually have a density of about 90 pcf. Volcanic cinders can be as low as 50 pcf. Soil density by itself tells little about the soil properties. Volcanic tuff can have a density of less than 100 pcf and be some of the most difficult material to excavate. Dense rock that is fractured and/or weathered can often be easily excavated.

  11. Sieve Analysis:

    This test will show the grain size distribution of the various soils. A well-graded soil will have a uniform grain size distribution from gravel to clay. A poorly graded soil will have the grain concentrated around a single grain size. Dry sands and gravels that contain less than about 10% clay can be almost completely cohesionless, meaning that while they are easy to excavate, they ravel to a slope flatter than 1H to 1V. Over sized rocks such as cobbles and boulders should be indicated. The oversized material may have to be screened out for the soil to be used as backfill or embankment. If there is more than about 25% clay, the soil may be unsuitable for backfill or embankment. Unless the soil is very dry, it is difficult to screen clay out of soils because it clogs the screen. Clay can be removed by washing but it is a slow expensive process generating a lot of very dirty water that can be difficult to get rid of.

    Below is an example of a gradation test or sieve analysis:

    The gradation result show above is an example of a well-graded material from 1.5-inch gravel to silt and clay. If the soil is dense, it can be expected to have significant cohesion and friction angle. The fines percentage of about 18% means that it will behave more like gravel than clay, with just enough fines to enhance the compactive effort.

    Below is another soil gradation analysis:

    This gradation shown above is a poorly graded or open graded soil. Note that most of the grain sizes are concentrated between the #16 and #50 sieve and only 3.9% fines. This is clean sand and probably will have very little cohesion and may require a construction excavation slope of 1H to 1V or flatter. When dry it will be like dry beach sand. The lack of fines will make it a free draining soil that will take a lot of water and vibratory compactive effort to embank.

    Soil Types:

    The basic soil types are:

        1. Clays and silts: These are soils where the grains are less than 0.005 inches in size (less than #200 sieve size).
        2. Sands: The grain sizes are between 0.25 and 0.005 inches in size. (#4 to #200 sieve size)
        3. Gravels: The grain sizes are between four and 0.25 inches in size. (4" to #4 sieve size)
        4. Cobbles: These are rounded rocks that are between 12 and 4 inches in size.
        5. Boulders: These can be over 20 feet in size.
        6. Rock: Massive formations that require blasting or heavy ripping to excavate.
        7. Any combination of the above. Most soils usually contain more than one soil type, for instance, a soil classified as sandy-gravel is gravel-containing sand.

    Soil Classifications:

        1. ML – Silt
        2. CL – Lean Clay
        3. OL – Low Plasticity Organic Soil
        4. OH – High Plasticity Organic Soil
        5. MH – Elastic Silt
        6. CH – Fat Clay
        7. GW – Well Graded Gravel
        8. GP – Poorly Graded Gravel
        9. GM – Silty Gravel
        10. SW – Well Graded Sand
        11. SP – Poorly Graded Sand
        12. SM – Silty Sand

      The s oil classifications are often shown as the combined ones when no single classification is accurate. For example, GW-GC stands for well graded gravel with clay. The soil classifications are another step in the process, but they do not tell us how hard or soft the ground is or what excavation difficulties are to be expected. The soil classifications refer only to the grain size of the soil and little of the other ground properties.

      Relative denseness of the soil:

      Here we are getting to the point where the soil properties are described. Usually the terms: loose, soft, dense and hard are applied to the soil. Loose may mean running soils that will not stand on slopes greater than 1.5 Horizontal to one Vertical. Soft may mean clay with high water content and stable construction slopes may be difficult to maintain. Dense soil is usually the best material to work with because it will support the equipment, be easily excavated and steep construction slopes can be established. Hard soils probably require ripping equipment and slower excavation productions.

    1. Atterburg Limits:

      This is a series of tests for plasticity index and liquid limit that are applied to clays. These are a concern since the specifications may require that the backfill and embankment materials have limited plasticity and liquid limit. This requirement is designed to control swell and settlement as the moisture content of the soil changes. This can force the disposal of the excavated soil and the import of more suitable soil. Often the specifications are silent as to the suitability of the native soils for backfill and embankment, leaving it up to the contractor to determine if the soil should be used. If field tests show the soil unsuitable, then the contractor pays the extra costs. Another common requirement is the sand equivalent (SE) of the backfill material. That is a measure of what percentage of the soil acts as sand. Sometimes the soil's report will not contain these tests, but the specifications will use them to define suitable backfill and embankment soils.

    2. Compaction Test:

      This is very valuable information. By comparing the optimum maximum compaction density with the in place, native density a reliable calculation can be made for how much the soil will shrink from the ground to compacted fill. Typically, the shrink is between 5 and 15% for most normal soils. Soils with high clay contents can shrink more than 25%. Blasted or ripped rock will often swell as much as 25% as it will go from a void ratio of zero to 25% or more. If the in-situ dry density of the soil is 100 pcf and the optimum density is 120 pcf, at 90% compaction the density of the embankment will be 108 pcf. The ratio of 100 pcf to 108 pcf shows an 8% shrink from in-situ to embankment. Usually it is a good idea to add a couple of percent of shrink to allow for settlement, over build and over compaction.

      Below is an example of a maximum density test:

      The optimum moisture is shown as 11.5% and the maximum density is shown as 118.5 pcf. The test method used is ASTM D 698. This method requires less compactive effort than other methods to achieve the desired relative compaction in the soil. For instance, the method that the California DOT uses requires at least twice the compactive effort to achieve the same relative compaction. Find out what the specified compaction method is because it can make a big difference in cost.

    3. Direct Shear Test:

      This is very valuable information. This test shows the friction angle and the cohesion of the soil. The friction angle is a measure of the angularity of the soil particles to resist rolling. Cohesion is the measure of the bonding of the soil particles in shear. Combined with the gross soil density (moisture plus dry density), friction angle and cohesion a slip circle analysis can accurately predict the stable temporary slope the ground can be excavated. Unfortunately, this is a very difficult analysis to perform by hand. There are computer programs available to make the calculation quickly and easily. Some of these programs are inaccurate at steep temporary construction slopes. The author has created a program that is specifically written for construction slopes. This takes the guesswork out of designing construction excavations and allows huge savings in excavation, backfill, and shoring costs. The program will indicate when speed shores, shields and shoring are appropriate.

      Below is an example of a direct shear test:

      The three dots are the specific test points plotted on the graph. The slope of the extrapolated line is the friction angle (it is usually measured with a protractor). The sloping line intersection with the left vertical axis defines the cohesion in psf. Sometimes the cohesion is given in psi, which for low cohesion is virtually worthless since 144 psf is only 1 psi.

      OSHA classifies all ground in four (4) categories. The first class is "Rock" which allows a vertical cut. The next class is "A" such as cemented soils and caliche and the recommended construction slope is 3/4H to 1 V. The most common class of soil is class "B" that is compact dense soil and the recommended construction slope is 1V to 1H. The last class is "C" that is for loose ground and the recommended slope is 1.5H to 1V. These recommendations are very conservative. OSHA also requires all excavations over twenty (20) feet deep to be analyzed by a registered engineer. It is also well worth your while to obtain a slip circle program and analyze all significant excavations.

    4. Seismic Velocity Lines:

      When the geologist finds or expects formational rock to be present, often seismic lines will be run. This test places several microphones in a long line. Then a charge or hammer blows induces sound waves into the ground. A computer analyses the time delays that are recorded at each microphone. This will show the depth to each stratum and the speed of sound through the stratums. The faster the sound travels through the ground the harder the rock. Soil with sound velocities of less than 3,000 feet per second (fps) is usually easily excavated. Rock over 10,000 fps cannot be ripped efficiently.

      Most rock that can be effectively ripped lies in the 3,000 to 8,000 fps ranges. The sound velocity is a guide to ripping only. Very hard rock, such as granite, that is fractured and or weathered can sometimes be easily ripped. On the other hand, relatively soft rock that is monolithic. such as volcanic tuff and caliche, can be practically impossible to rip efficiently.

      Below is a plot of seismic velocities plotted by depth from the surface:

      The top two feet has a velocity of only 1,134 feet per second (fps). That means it is probably topsoil or loose alluvium. The next layer with a velocity of 5,341 is rock. This can probably be ripped using a Cat D8 or larger crawler tractor. This rock may also be easily blasted unless it is caliche or volcanic tuff. The rock below 22 feet is definitely drill and shoot hard rock. The high velocity of 18,498 fps means that it is very hard, dense and probably the fracture jointing is widely spaced.

    5. Permeability:

      This test is run to determine how quickly ground water will travel through the soil. Clean sands and gravels can transmit huge volumes and require massive pumping to lower the water table enough to work at the bottom of an excavation. Clays are impermeable and release the water slowly. Often the ground water is transferred through aquifers that are open-graded and very permeable. These aquifers can be capped with impermeable layers. There have been cases where dewatering wells were unnecessarily extended into aquifers and forced excessive pumping. These tests aid the experienced dewatering specialist in designing an appropriate dewatering system.

      Soils that contain more than 30 to 40% clay will behave like clay because the clay will more than fill the natural voids of the larger particles. This means that the larger particles do not have direct bearing on each other and the failure plane is mostly through the clay fines. Clays can be some of the most difficult and undesirable soils to try to work with. Plasticity index and liquid limit are used to define Clays. Expansive or fat clays have plastic and liquid indexes about 50 or more. These materials will significantly swell and contract with the change in moisture content. This is often the cause of pavement failure, sidewalk buckling and foundation cracking. Clays can be plastic in that they can continue to settle under a foundation over a long term, causing cracks to develop long after the structure is completed.

      Clays vary from being a viscous fluid to dense and stable material. Water content and relative compaction are critical to the soil properties. If there is too much water the clay becomes mud. If there is not enough moisture the clay becomes dust. Either condition causes the clay to be difficult to handle and compact. Even when the clay is at optimum moisture, it can be difficult to achieve the required degree of compaction. To add to the problem, it can be difficult to get the clay to dry out or accept additional water. Clays that contain high moisture content, above 20% or so may be unstable. The water instead of adding cohesion now becomes a lubricant, reducing the friction angle to nearly zero. This can result in catastrophic failure, with little or no warning. Rain or irrigation water that is allowed to pond can supersaturate the soil and cause a violent slide. Sometimes warning signs of impending failure will cracks forming in the ground parallel to the bank and/or sloughing, bulging and slumping of the bank slope. In short, clay is the least desirable structural and construction soil to work with.

      Well-graded sands and gravels that contain 5% to 15% clay or silt fines can be the best materials to work with. They will excavate and compact easily. There are enough fines to hold the optimum moisture but will not continue to settle under structural loading. The fines and water will add cohesion and allow steep construction slopes.

      Open or poorly graded dry sand and gravel can be difficult to work with. Open or poorly graded mean the grain size is concentrated at one sieve size. Clean dry beach sand is an example of such material and can be difficult to walk and drive through. It will not easily compact and added water quickly drains away. It also will ravel to its natural angle of repose while being excavated. When such sand is dredged from under the water it will ravel on slopes as flat as 10H to 1V. When artesian water flows upward through sand it can become quicksand. Sands and gravels will usually have a friction angle of 30 degrees or more.

      Rock properties are often difficult to deduce from the geotechnical report. Although you may be able to tell if the rock must be shot or ripped from the descriptions and recommendations, it usually does not describe what the rock fragments sizes will be when excavated. The size of the fragments depends of a number of circumstances. The drill-hole spacing, the amount and type of explosive, what the rock natural grain and fracturing is in place. Some rock will easily break up to small sizes. Some rock will break only into large riprap sizing. Some softer rock may be degraded to a usable size by track walking. Hard rock will require crushing to make gravel sizes.

      Disposal can be a problem if no one wants to take riprap sized rock. To reduce disposal costs over sized rock can be separated with a bar screen. Shot rock also makes an excellent basement fill for a large embankment, such as a highway fill.

      Sometimes, the geotechnical sampler will have cores available for inspection. These cores will give you an idea of the texture, hardness, and natural joint spacing of the rock. Try to get a sample to hold, scratch it with a knife, and see if it breaks or crumbles easily. There is no better way to understand what the rock properties are than holding samples and observing the formation in place

      Any soil can be in any state of consolidation and cementation. Sandstone was once sand dunes or river deposits that were compressed by over burden and cementing minerals leached into the formation over millions of years. Slate and shale were once mud on at lake or sea bottom. Lava is heat fused inert minerals that weather very slowly and is usually very hard, requiring blasting or hoe ramming to remove. There are thousands of minerals that make up millions of soil conditions. No two sites are exactly alike.

      Only through study of the site-specific geotechnical report and a site visit can any real judgement of construction methods be made. It is also recommended that potholing with a backhoe be performed in the presence of the estimator for the project. Review the specifications to determine if the soil is suitable for backfill. The sieve analysis may show there is oversize that must be screened out. There may be too much clay fines. The Atterburg properties or sand equivalent may make the in-situ soil unsuitable and the material must be over excavated and/or disposed of offsite and suitable material bought and imported.

      Failure to understand the geotechnical report has caused many a financial disaster. The contractor must bid aggressively to win work. It is better to know the real conditions and avoid costly mistakes that can cause a project to lose money out of pocket by ignoring or misinterpreting the information contained in the report. Each geologist will present his or her findings in different ways. Some reports are more thorough than others for several reasons. It is common to find that underground conditions vary from what was discovered by the test borings. At rare times the owner will even deliberately misrepresent the facts to gain lower bids. This usually results in a long expensive lawsuit over changed conditions that only the lawyers win.

      Each soils report will contain a great deal of information. There is no one test or observation that will tell the contractor what is the best construction method for each site. Each test and observation is a clue. There are always dozens or even thousands of bits of information that must be scrutinized, analyzed, and correlated. This process can take several people weeks to prepare an excavation plan for a large project such as a dam. Only then can methods and productions be reasonably estimated.

      Geotechnical reports always include disclaimers and warnings that the ground conditions may vary from those found in the borings and test pits. There is good reason for the disclaimers. Geotechnical work is still as much an art as it is a science. Any extrapolations derived form the reports are individual interpretations of what that person might expect to find. No one is able to see exactly what is under the ground surface. All the tests and observations only indicate probable trends that are often subject for debate between expert geologists. The contractor must be an expert is his own right. Only the contractor can and will decide what methods and costs are to be bid for the excavation and embankment work. If the contractor makes a judgmental mistake, no else will offer to pay for any of the additional costs.

      Once you finish studying the above course content , you need to take a quiz to obtain the PDH credits.

      DISCLAIMER: The materials contained in the online course are not intended as a representation or warranty on the part of PDHonline.org or any other person/organization named herein. The materials are for general information only. They are not a substitute for competent professional advice. Application of this information to a specific project should be reviewed by a registered professional engineer. Anyone making use of the information set forth herein does so at their own risk and assumes any and all resulting liability arising therefrom.

      http://www.pdhonline.org/courses/g106/g106.htm what is a geotechnical report

Source: www.pdhonline.org

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Monday, March 1, 2010

Oceania Marina Floats Out & Welcomes A Baby Sister Ship

According to Frank Del Rio, chairman and CEO of Oceania Cruises’ parent company Prestige Cruise Holdings, “The only thing better than one new ship is two new ships.” So, to kick off the float-out of Oceania Cruises’ new 65,000-ton, 1,258 passenger Marina at the Fincantieri shipyard in Genoa, Italy last week, the cruise line celebrated by starting construction of its sister ship on the very same day. Marina is scheduled to begin service in January 2011 and her sister ship, to be named Riviera, will launch in April 2012.

Marina is the first new ship purpose-built for Oceania and promises upscale new features. Unusual for a mid-size cruise ship, Marina will have ten dining venues, including six specialty restaurants for which there are no surcharges. Highlighting the importance of food, Marina will also boast a Culinary Center where instructor chefs will hold culinary demonstrations and classes. Libraries are an outstanding feature of the trio of Oceania’s smaller ships and Marina’s library will take it up a notch by adding a coffee bar with a wall of windows overlooking the pool deck. The pool itself will feature double chaises with canopies and flowing curtains for a South Beach vibe.

A leader in the trend for luxury beds afloat, Oceania will introduce a new bedding system aboard Marina. The new Prestige Imperial bed, will eventually be rolled out fleetwide. The mattress will feature a 1.5-inch layer of memory foam, topped by a 2 inch thick a gel cushion, and wrapped with chamomile-infused padding. Bedding will include 1,000-thread count sheets in suites and Concierge-level staterooms. Standard accommodations will have 700-thread count sheets.

For additional information, call 800-531-5658 or visit Oceania Cruises online.

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Posts Tagged ‘bitcoin asic miner

Bitmain is apparently setting a very ambitious goal of their new miner called AntMiner R4 and that goal is to bring back home mining of Bitcoin. What they are doing in order to get home miners’ attention is trying to make the miner more compact and less noisy while still managing to provide quite a serious hashrate rated at 8.6 THS with just about 845 W of power usage. What will make the most difference for home users however is the price of the new miner and if it is not right, then why would you bring one or even more of these home, guess we’ll know in a few days as sales start at 23:00 (GMT+8) on 29 August when we’ll probably also get an idea about the price of the device.

Bitmain AntMiner R4 Specifications:

– Miner Hash Rate: 8.6TH/s (Variation of ±5% is expected)
– Power Consumption: 845W +9% at the wall (with Bitmain APW5 PSU)
– Power Efficiency: 0.1 J/GH +9% at the wall (with Bitmain APW5 PSU)
– Noise level: 52dB (at an ambient temperature of 35°C)
– Chip quantity per unit: 126 x BM1387
– Default Frequency: 600MHz
– Rated Voltage: 11.60 ~13.00V
– Network Connection: Ethernet
– Operating Temperature: 0°C to 40°C
– Product size: 515mm (L) x 100mm (W) x 222mm (H)

One of the most interesting things that you will notice with this miner is the cooling fan it uses, Bitmain calls is “a groundbreaking custom-design fan” that is intended to reduce the noise coming from the miner. Instead of using traditional computer fans (designed for servers) that are not intended to be silent, but instead to do their job providing good cooling they have opted out for a different design for the R4’s cooling. The fan that Bitmain uses in the AntMiner R4 is apparently inspired by the fan of a silent split air conditioner, so it was designed to make less than half the noise of the standard miner fan. Furthermore the rotational speed is being automatically controlled to ensure it never creates more noise than is absolutely necessary to keep the miner cool and running, so the noise will also depend on the ambient temperature.

Bitmain will be also offering an optional custom-built PSU for further noise reduction to go along with the AntMiner R4 – the Bitmain APW5. The power supply works with both 220V and 110V (the standard in North America) input to deliver 2600W and 1300W, respectively. It has a dynamically controlled fan that runs at full speed only after heat sink temperature is 80°C. The Bitmain APW5 should start selling along with the Antmier R4 miner in a couple of days, do note that this is a 12V only power supply that is capable of delivering a very good efficiency of up to 93%. So it may be a great choice to go along with the R4, unless of course you already have some spare 1 KW or more computer power supplies sitting idle.

For more details about the upcoming release of the Bitmain AntMiner R4 Bitcoin ASIC miner…

One more announcement fro Bitmain, the AntMiner S9 ASIC Bitcoin miner is no official and will start shipping on June 12th for $2100 USD without the shipping cost (power supply is not included). The device uses the company’s new 16nm ASIC chips BM1387 and essentially triples the hashrate of the previous generation S7 miners while offering the same level of power usage. The Bitmain AntMiner S9 should be capable of 14 THS SHA-256 mining hashrate with a power usage of 1375 Watts at the wall, so definitely a good improvement over the S7.

Bitmain AntMiner S9 Specifications:
– Hash Rate: 14.0 THS ±5%
– Power Consumption: 1375W + 7% (at the wall, with APW3 ,93% efficiency, 25C ambient temp)
– Power Efficiency: 0.098 J/GH + 7% (at the wall, with APW3 93% efficiency, 25°C ambient temp)
– Rated Voltage: 11.60~13.00V
– Chip quantity per unit: 189x BM1387
– Dimensions: 350mm(L)*135mm(W)*158mm(H)
– Cooling: 2x 12038 fan
– Operating Temperature: 0 °C to 40 °C
– Network Connection: Ethernet
– Default Frequency: 650 MHz

The big question however is if now was the right time to announce the new mining hardware, as of you order now from the first batch you might be getting your units delivered right before the Bitcoin block reward halving. So it might be wise to wait for a later batch of S9 miners after the halving to see how the situation will change and if you might get a better deal in terms of price for the hardware. Then again if you are using S7 miners you might already get to the planning for switching to S9 now that the previous generation S5 is no longer profitable barely covering the electricity costs.

Bitmain has announced their 3rd generation Bitcoin ASIC miner chip – the BM1384 in conjunction with its 9th product – the Antminer S5 and is getting ready to start shipping the device before the end of the year. The Antminer S5 is the successor of the S3 and the S1 before that, building and improving the design of the previous generation of miners offering higher performance with lower power consumption thanks to the new BM1384 ASIC chips. The Bitmain AntMiner S5 should offer 1155 GHS hashrate with 590 Watt power usage at the wall according to the specifications, though that value may vary based on the power supply that you may pair the miner with (power supply is not included). The first batch of the S5 ASIC miners costs $418 USD and should start shipping on December 27th, the second batch is slightly cheaper at $413 USD per unit and should start shipping on January 4th 2015 or a few days later.

BitMain AntMiner S5 Specifications:

– Hash Rate: 1155 GH/s ±5%
– Power Consumption: 590 W (at the wall)
– Power Efficiency: 0.51 J/GH (at the wall)
– Rated Voltage: 12V
– Dimensions: 298 mm x 137 mm x 155 mm
– Cooling: 1x 12038 fan
– Operating Conditions: 0 °C to 35 °C
– Certified By: FCC / CE
– Network Connection: Ethernet

What seems to be the most notable change in the latest design used by the S5 is the fact that now the miner has the aluminum heatsinks placed directly on top of the ASIC chips, unlike on the previous miners where they were on the back of the PCB and thus were not so effective. This new cooling design is supposed to provide the same cooling efficiency on the new miners that previous generation that had lower hashrate and power usage.


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Service Learning in Mexico

2003 Service Learning GroupThe program is designed to provide students and participating faculty with a contextual learning environment. Participants study Spanish, explore Mexican culture and society through coursework, guest speakers and site visits, and dialog with members of the local community about topics of social, political, and economic justice. QUEST facilitators arrange the visits and speakers that focus on the experiences and the perspectives of the disadvantaged. QUEST facilitators also assist in setting up service learning placements for all participants and guiding the reflections on the experience.

Each summer's program is slightly different, depending upon the interests of the participants. The program can include a number of issues, such as the following:

Orphans with tape recorder

  • The effects of globalization
  • Racism
  • Human rights
  • Indigenous spirituality
  • Land use issues
  • The roots of poverty
  • Liberation Theology
  • Sexism
  • Alternative health care
  • Social change

Participating students and faculty are provided full room and board at the QUEST facility in Cuernavaca. Cuernavaca, also known as the City of Eternal Spring, is located an hour south of Mexico City. This city of approximately 1 million people offers a variety of cultural and educational opportunities. QUEST facilities are located in a quiet neighborhood and feature private bathrooms, meeting areas, lounge, and cable Internet access.

Service learning

With the assistance of QUEST facilitators, students and faculty participate in a service learning placement related to their interests and reflect on their experiences. Possible placements include orphanages, non-governmental organizations, local social justice organizations, retirement homes, health care facilities, preschools, community development organizations, and relief organizations. Students receive 2 credits for the service learning component.

Cari and orphan

Language instruction

Students must have completed at least one semester of college level Spanish to be accepted. Students and faculty will study Spanish in small groups taught by experienced native-speaking instructors from the Instituto de Idioma y Cultura en Cuernavaca. Students are placed into a course based upon language ability. This coursework is worth 4 credits and completes the College's language requirement.

Academic coursework:

Two faculty from The College of St. Scholastica participate in the program and teach 10 credits of coursework related to Latin America, Mexico, or Third World issues. The subject matter of the courses will vary with the faculty who participate each year. Two of the credits are a survey course on Mexico that allow students to receive credit for participating in the QUEST program and reflecting on the experience. The entire program is designed to meet the following General Education outcomes: values-based decision making, social responsibility, effective communication, and living with diversity.

Knitting2002 Service Learning Group


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Monday, March 17, 2008

It's nearly the end of the quarter

And you know what THAT means...

It's time for the Jim Himes Pub Quiz and Springtime Extravaganza!

(OK, I made up that last bit because I'm so happy that Winter is finally over and sailing season is coming!)

This is going to be a fun one! We had a great turnout last time, considering it was very close to Christmas and a winter storm was bearing down on Bridgeport; but this time we're expecting a LARGE and ENTHUSIASTIC crowd!

Here's the four-one-one:

Minimum suggested donation $25
Sign up now at ActBlue!

WEDNESDAY, March 26th
7:00-9:00, Pub Quiz starts promptly at 7:30
Bradford's Grill (same pub as the Sept. 2007 gathering)
83 Bedford St. (2nd floor party room)
Stamford, CT
(free beer and pizza while supplies last!)

Let's all join together and make this image of the proposed 2009 CT Congressional Delegation a reality! (L-R: Chris Murphy, Jim Himes, Rosa DeLauro, Joe Courtney, John Larson)

No comments:


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Watch Golden Retrievers Run To Dinner Over Nine Months

YouTuber “Cheese Pups” filmed his golden retriever pups Colby & Bleu running to their dinner bowls over a period of about nine months, revealing their growth, difficulty gaining traction on hardwood, and never wavering love of food. To top it all off, the footage was presented in slow mo and set to the beef theme.

Check it out after the jump.

(via Reddit)

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Margaret Smith
B: 1929-05-11
D: 2016-12-07
View Details
Smith, Margaret
David Peck
B: 1936-02-21
D: 2016-12-06
View Details
Peck, David
Barbara Philippe
B: 1937-02-10
D: 2016-12-06
View Details
Philippe, Barbara
Mary Mason (Bridges)
B: 1923-12-19
D: 2016-12-06
View Details
Mason (Bridges), Mary
John "Scotty" Baird
B: 1936-02-18
D: 2016-12-05
View Details
Baird, John "Scotty"
Petros Pappas
B: 1950-03-05
D: 2016-12-05
View Details
Pappas, Petros
Margorie Lander
B: 1927-09-25
D: 2016-12-05
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Lander, Margorie
Carl Baker
B: 1925-09-24
D: 2016-12-04
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Baker, Carl
Elizabeth Brooks Carl
B: 1941-11-28
D: 2016-12-03
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Brooks Carl, Elizabeth
Richard Ferkich
B: 1940-05-14
D: 2016-12-03
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Ferkich, Richard
James Moore
B: 1927-05-14
D: 2016-12-02
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Moore, James
Ann Douglas
B: 1918-11-20
D: 2016-12-01
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Douglas, Ann
Gladys Backer
B: 1920-02-22
D: 2016-12-01
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Backer, Gladys
Roger Murphy
B: 1952-04-29
D: 2016-11-30
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Murphy, Roger
Bruce Lineback
B: 1952-09-10
D: 2016-11-30
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Lineback, Bruce
Eleanor Murphy
B: 1930-11-28
D: 2016-11-29
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Murphy, Eleanor
Cornelia Baldwin
B: 1920-09-25
D: 2016-11-28
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Baldwin, Cornelia
Gloria Sarrantonio
B: 1926-11-17
D: 2016-11-28
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Sarrantonio, Gloria
Elizabeth "Annette" Keegan
B: 1943-10-05
D: 2016-11-27
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Keegan, Elizabeth "Annette"
Frances Sartori
B: 1921-08-04
D: 2016-11-26
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Sartori, Frances
John "Sonny" Parker
B: 1935-09-22
D: 2016-11-25
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Parker , John "Sonny"

Use the form above to find your loved one. You can search using the name of your loved one, or any family name for current or past services entrusted to our firm.

Click here to view all obituaries
Search Obituaries
1750 Curlew Road
(Between Belcher Rd. & CR 1)
Palm Harbor, FL 34683
Phone: 727.789.2000
Fax: (727) 789-1741

Decomposition of the body in the earth (after burial) is the slow oxidation of the body tissues.

Cremation, on the other hand, provides rapid oxidation.

No casket is legally required for cremation, just a simple container, which is strong enough to hold the body. This could be a box of rough boards, pressboard, or heavy cardboard.

Some crematories accept metal caskets; most require the container to be combustible.

Cremation Choices

If the body is cremated:

  1. The remains can be stored by the family
  2. You may take the remains in the simple cardboard box supplied by the crematory and distribute ("scatter") them over the land or water.
  3. The remains can be placed in a niche within a columbarium.
  4. The remains can be buried in the ground in a regular plot or in a smaller cremation plot.
  5. The remains can be entombed in a crypt within a mausoleum.

Why people choose cremation

  • In the United States, in 1972, only five percent chose cremation. That number had quintupled by 1999, with over 25% choosing cremation.
  • The Cremation Association of North America predicts that by 2010, that figure will rise to 36%.
  • In Canada, the rate is already over 42%; in Great Britain, 71%; and over 98% in Japan.
  • Those who choose cremation (for themselves or others) often hold the belief that it is better to honor the memory of the person, not the dead body.

Here are some other reasons you might choose cremation:

  • Cremation is traditional in your family, religious group, or geographical area
  • You prefer the body to be returned quickly and cleanly to the elements
    • Many people believe that a cremated body becomes one with nature more quickly.
  • You have environmental concerns
    • Perhaps you are worried about the use of valuable land for cemetery space, or believe it is wrong to fill the ground with materials that won't erode ... metal coffins and concrete vaults.
  • You want to keep the costs down
    • Selecting cremation does not mean, however, that you will have an inexpensive funeral.
    • You might still choose an expensive casket and/or a viewing, and/or decide to have the cremated remains buried in the ground or placed in a columbarium. These choices can bring your costs up to those of a traditional funeral.

Decisions you must make if you choose cremation

  • Who will do the cremation (a funeral home or a firm that specializes in direct cremation)
  • Whether to use an urn or container
  • What to do with the remains

If you are distributing the remains

Some jurisdictions have laws prohibiting the scattering of remains; others require a permit. Ask your funeral director.

Also, ask if there are any firms in your area that specialize in unique ways of distributing the remains, such as a plane to spread them over a mountain, or a ship to scatter them at sea.

Think of places that were especially loved by the deceased, close to home or far away. You can walk in the woods, by a favorite lake, or on the old family farm.

Be sure to ask permission if you want to use private property.

What about using the remains to create new life, by planting a tree? Some survivors choose to mix the remains with the soil in flowerbeds and rose gardens at home. Every time the roses bloom, you will be reminded of your loved one.

If you decide to do this, however, consider what will happen if, some day, you move away.


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CRLF injection vulnerability in Lynx 2.8.4 and earlier allows remote attackers to inject false HTTP headers into an HTTP request that is provided on the command line, via a URL containing encoded carriage return, line feed, and other whitespace characters.
Note: References are provided for the convenience of the reader to help distinguish between vulnerabilities. The list is not intended to be complete.
Date Entry Created
20040901 Disclaimer: The entry creation date may reflect when the CVE-ID was allocated or reserved, and does not necessarily indicate when this vulnerability was discovered, shared with the affected vendor, publicly disclosed, or updated in CVE.
This is an entry on the CVE list, which standardizes names for security problems.


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Unspecified vulnerability in the HP OpenVMS Auditing feature in OpenVMS ALPHA 7.3-2, 8.2, and 8.3; and OpenVMS for Integrity Servers 8.3 AND 8.3-1H1; allows local users to obtain sensitive information via unknown vectors.
Note: References are provided for the convenience of the reader to help distinguish between vulnerabilities. The list is not intended to be complete.
Date Entry Created
20100701 Disclaimer: The entry creation date may reflect when the CVE-ID was allocated or reserved, and does not necessarily indicate when this vulnerability was discovered, shared with the affected vendor, publicly disclosed, or updated in CVE.
Phase (Legacy)
Assigned (20100701)
Votes (Legacy)
Comments (Legacy)
Proposed (Legacy)
This is an entry on the CVE list, which standardizes names for security problems.


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Search Results For: h.k. edgerton

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Comment From H.K. Edgerton

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H.K. Edgerton Goes to Washington

I guess I should have anticipated a decision by H.K. to use the Obama election/inauguration to unify white and black American around the Confederate flag.  My local newspaper is reporting […]

H.K. Edgerton Marches Through Texas

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Edgerton Sighting in Ringgold, Georgia

He’s back and more committed than ever to telling the “true” story of the Confederacy and the loyal place that black Southerners occupied within it.  H.K. Edgerton was in Ringgold […]