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Clarity: The search for truth . Clarity: The search for truth .
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looking for any miltank offering any starter gen1-5 pretty much any pokemon from kanto johto unova or 1 of the following lugia ho-oh palkia articuno or rayquaza pm me if you wanna trade thanks EDIT TRADE COMPLETED
looking for any miltank offering any starter gen1-5 pretty much any pokemon from kanto johto unova or 1 of the following lugia ho-oh palkia articuno or rayquaza pm me if you wanna trade thanks EDIT TRADE COMPLETED
Last edited by master91; 15th December 2011 at 1:59 AM. Reason: complete
pokedex complete to 646 looking for shiny flawless pokemon currently have over 50+ shiny flawless pokemon pm me to inquire about them fc white 2967-1563-6822
check out my trade shop
EDIT: Thanks magikrap! I got my Miltank! Holler if anyone else still needs one!
Last edited by Kyiri; 20th December 2011 at 2:24 AM. Reason: Miltank acquired!
Need an miltank.. i will breed anything who are breedable in the list in ma signature. please pm
Edit: got one
Last edited by PinPin92; 25th December 2011 at 5:01 PM.
Got a Miltank with DW ability Sap Sipper. PM for offers.
Pokemon Black FC: 0046 5510 3591
Pokemon White 2 FC: 0390 6807 1811
Pokemon OR: 4012 7015 2200
Pokemon (Black) I need:
Spoiler:- Johto:
I was breeding for Miltanks and I ended up with two extras:
Miltank/DW ability Sap Sipper/both female (of course lol)
If you are interested, please send me a PM. I am asking for other DW(F) I don't have. Please look at my Visitor Messages. I have posted a list there of the DW(F) Pokemon that I currently own. If you don't have anything I need, but still want the Miltank, PM me anyway. I will consider all offers. Thanks.
And please NO hacked Pokemon.
EDIT: Sorry. I have traded both Miltanks. If you are really needing one, I will breed another for you, but please look at the list of Pokemon I need from my post in my Visitors Messages. Thanks.
Last edited by RogueLapras; 3rd January 2012 at 7:07 PM.
Pokémon Y Friend Code: 4441-9508-9799
In-game name: Daniel
I have an Electric Safari: Dedenne, Helioptile, and Luxio.
Looking for a Miltank to fill up my pokedex. Not bothered about natures, gender etc. I can trade at weekends and sometimes during the week. PM me if you're interested.
Time Zone: GMT
Looking for Miltank egg
Friend code: 2148 9029 9595
Looking for any Miltank
Can trade most other pokemon
Pokemon Wants
UT, uncloned events - willing to trade big for these, must be uncloned
SPR2010 Pichu in 4th Gen - can trade you most things in 5th Gen
Shiny Celebi
Platinum Friend Code: 3525 7396 2884
Soul Silver Friend Code: 5114 8677 5925
White Friend Code: 1077 5817 1690
Have miltank here if someone wants one. Pm me if interested
Pokemon white friends code: 1979 4762 1580
-Got growlithe with Close Combat
-Swinub with icicle spear
-Gible with outrage
-Chansey with Aromatherapy
I have a miltank that's just taking up space - one rare candy gets her.
My ingame pokemon Y name is Child and I am no longer interested in trading safaris. On pokemon sun I am Cloud. Shiny value - 3223 Y - 2328 Sapphire - 0181 Ruby 3065 - Sun
Shiny pokemon I've successfully chained to date: Platinum 92 Pokemon Y 3 Alpha Sapphire 7 Grand total 108 MM Pokemon 6 Soft reset shinies 19 Sos chain on Sun 5My 100th chained shiny is plusle with wish!
I need a regular Miltank for my NU battle team. PM me please
I'm awful but wanna have fun my fc is 0346 8651 0839- White
Offering a jolly Miltank BT lv48 has thick fat moves milk drink of course :P, earthquake, brick break, and also body slam she is from pokemon colloseum :P
Last edited by SmeargleRocks; 31st May 2012 at 9:17 PM.
3DS XL FC for Pokemon Y 2595-0724-5772 IGN SmeargleRocks
Shiny Number 1268
Self caught shinies on Y 24
Omega Ruby First Dexnav Shiny Sealeo Lv44 in Shoal Cave
first successfull (and accidental) MM Shelmet timid 31/1/19/31/31/31 4:25 pm EST 4/14/14
Shiny XD Gale of Darkness Zubat caught September 17th 2012 @ 4:24 pm EST cave PokeSpot
ALL Gen6 6IV Event pokemon are hacked
I play Destiny on PS4, hit me up if you want to do strikes or mayhem when its up
I got these ordinary Miltanks
Naive Thick Fat
Modest Scrappy
Hardy Scrappy
Lonely Thick Fat
Gentle Thick Fat
Bashful Thick Fat
All lvl 1 with Tackle
Pokémon White | FC : 4298 8699 6021 | Name : Ezio
Looking for (Female w/Rattled)
Legendaries :
Can offer All starters, (Hustle)(Stealth Rock)(ExtremeSpeed)(Volt Tackle)(Cloud Nine)
Current extras : Mewtwo, Groudon, Dialga, Mesprit, Lugia, Virizion, Suicune ; looking for legendaries in my sign
Planned White 2 Team (ingame): (->)
Looking for Miltank, see signature for details and PM me please
I'm looking for a Destiny Knot and some 5-6 IV Dittos. Have a Female Shiny Abra for trade.
Looking for a shiny flawless Miltank (not from OT eclipse though)
I can offer other flawless in return.
Last edited by Desdemona; 16th July 2012 at 10:43 AM.
Currently working on a pokeball color-matched female living dex.
Pokemon I still need: Dex tracker
Pm me if you have pokeballed females to trade & what you'd like in return.
List of pokemon I have for trade
Lf a Miltank for trade...a pm would be appreciated
Edit: Have one now
Last edited by DKDG; 17th August 2012 at 1:12 AM. Reason: have one now
Looking for Miltank, I have all of the starters.
I have dream world Milktank. PM me with offers. Doesn't need to be much.
Name: Leaflo
Adopt one yourself! @Pokémon Orphanage
Team White in Rotation:
Looking for Vivillionof the world. Legendaries too!
I don't calculate stat values, I don't use cheating devices, I don't breed my way to perfect ivs, and I don't care about natures. I catch my Pokemon the way they are and treat them like individuals instead of drones. So I herd u leik teh mudkipz
I have a group of Mudkips and Shinx looking for a good home. Pm me with offers. May just give them away for a Patrat
Looking for a Miltank
3DS Friend Code: 1934-1469-6412 (PM Me If You'd Like To Exchange 3DS Friend Codes!!)
YouTube | Facebook | GooglePlus | Forums | Pokemon & Yu-Gi-Oh! Blog
WiFi Battles & Pokemon LPs: http://www.youtube.com/user/ThePokeeGamer
I have a level 100 Japanese Miltank up for trade. I am looking for A shiny Axew/Fraxure/Haxorus.
PM for details.
I could do with one of these please message me then we can talk. Thabkyou.
I could really do with a female sap sipper miltank I can offer very interesting dream world pokemon Please message me if yr interested then we can negotiate.
Looking for a female dw miltank. Pm me with offers.
Pokemon that I have up for trade >>>http://peekatchu.webs.com/<<<
(trade to) White FC: 3182-4378-9950
(battle with) White 2 FC: 4685-6764-6105
Shinies I have for trade
Legendaries I have for trade
I will probably trade shinies for any shiny I don't already have.
Need any Miltank. PM with offers please.
FC White: 1893 6509 3199.
Looking for:
Can Offer: Anything I'm not looking for.
Can infect with Pokerus.
I just need a miltank, any will do, but please let it be legit. PM me

subset: commoncrawl


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Topic: Nokogiri issue in Textmate
I downloaded ruby, gems, rails, textmate all today. I added the Nokogiri for some web scraping options and tried to whip up a quick script to test. A cmd-r in Textmate gave me a box saying that there is no such file to load - nokogirl. I tried it in irb with commands of require rubygems, followed by require nokogiri and got two true responses back. I edited the file to include a require rubygems and re-ran from textmate, but still get the same errror! Any idea?
Last edited by etavoa (2011-01-15 19:10:10)


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The United Families program provides support services to adopted children and their families who reside in Broomfield. The program includes a family support network for adoptive families, including education and information sessions addressing topics of interest to the group. Support and information groups are held in conjunction with neighboring counties. United Families also provides referral resources to adoptive families with specific needs.
For more information about the United Families program, contact the program coordinator at 720.887.2208.


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false pdp {"scheme":"product1_cr"}
false pdp {"scheme":"product2_cr"}
Rated 5 out of 5 by 2 reviewers.
Rated 5 out of 5 by 5eansmom Great rug Love the rug! The review on your website helped me to choose it. I had looked at multiple stores for a rug that would work and had been unable to see anything I wanted and at a price I could afford. Thanks to Frontgate, I was able to get one that was both. October 3, 2013
Rated 5 out of 5 by Luvonlineshopping Lorraine Wool Rugs - The rugs were very nice quality and design but I had to return them as the color did not go with my white/tan ceramic tile floors - too much of a yellowish tint. For the sale price, an excellent value plus many sizes available. The return waseasy and the wrapping originally supplied with the rugs was reuseable. I wish that Frontgate would provide a search function by rug size as it is very timeconsuming to pull up every rug that I'm interested in to see if it comes in the right size. March 11, 2013
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Lorraine Wool Area Rug
1 answersize
Additional information about slmp could not be loaded.
Is it possible to get this very rug in an 8 x 10'?
1 year, 8 months ago
Additional information about slmp could not be loaded.
0out of 0found this question helpful.
Was this helpful?helpful0unhelpful0http://answers.frontgate.com/answers/submit/0005/product/72467/question/1506199/undohelpfulness.djs?authsourcetype=__AUTHTYPE__&format=embeddedhtml&innerreturn=http%3A%2F%2Fanswers.frontgate.com%2Fanswers%2F0005%2Fproduct%2F72467%2Fquestions.djs%3Fexpandquestion%3D1506199%26format%3Dembeddedhtml%26scrolltotop%3Dtrue&return=__RETURN__&sessionparams=__BVSESSIONPARAMS__&submissionparams=__BVSUBMISSIONPARAMETERS__&submissionurl=__BVSUBMISSIONURL__&user=__USERID__
Answer:Thank you for interest in the Lorraine Wool Area Rug. This rug is available in a 7'9" x 9'9" size.
1 year, 7 months ago
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0out of 0found this answer helpful.
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Has staff answer
Lorraine Wool Area Rug
1 answerwhat exactly are the colors and can I get a sample?
Michigan, USA
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4 years, 5 months ago
Michigan, USA
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Answer:The background of the rug is a creamy ivory, and the border is off white. The details of the flowers are done in burgundy, pale slate blue, and light olive green. There are also some peach tones. We apologize, but samples are not available for our rugs.
4 years, 5 months ago
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Introducing the top to my 2011 Scrappy Quilt!
{every year I make a quilt with the previous years scraps. I now have a 2008 & 2009 completed and my 2011 is almost finished... my 2010 is still a work in progress.. click on the year to see each quilt}
The tape is used as a guide for evenly spaced hand quilted stitches.. It's reusable and comes in different sizes for different stitch widths. It's very cool.
So I cut a few small pieces and stuck them along my Dresden points and just followed the lines on the tape. Nearly perfect quilted stitches...
Beverly of Tiger Tape graciously sent a package along to include in the Grand Prize Give Away at the end of the month! Thanks Beverly!
How bout another entry to the Grand Prize Drawing!?!
Leave a comment on this post... Answer the following question:
Do you have a Favorite Season?
I love all seasons. In fact I LOVE a year that has a bit of everything in it. I have been wishing and wishing for lots and lots of snow this week... But I have to say,,,Summer is my absolute favorite time of year.
Happy Scrappy Sewing! ooxx`jodi


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Group Booking Terms and Conditions
Because you are making a Group Booking, there are additional Terms and Conditions that apply. Please read them and click 'I Accept' below to continue with your booking
General Group Booking Terms
By making a group reservation through Hostelworld.com you agree to the following terms and conditions as set by Hostelworld.com and as set by the hostel in question.
- In order to make a group reservation on Hostelworld.com it is necessary to pay a deposit. The balance is due directly to the hostel according to their payment conditions.
- The booking deposit is non-refundable.
- Please note that any cancellations must be notified directly to the hostel at least 24 hours in advance of your scheduled arrival date, unless otherwise stated in the hostel's conditions.
- Hostelworld.com are not responsible for changes or amendments to your reservation once it has been processed. All correspondence with regard to changes to your booking need to be dealt with directly with the hostel.
- Cancellations for reservations must be made directly with the hostel and must conform with the individual hostels cancellation policy (see below)
- It is your responsibility to pay the balance of your accommodation cost to the hostel in accordance with their payment conditions (see below). Failure to do so may result in your reservation being cancelled by the hostel.
- Individual hostels may have special booking conditions relating to group stays, please read the hostel booking conditions carefully before making your reservation.
Hostel Specific Terms & Conditions
The remainder of the amount due will be charged to your credit card ???? Should numbers or room selection change, the per person deposit times the number of people who actually travelled will be deducted from the total accommodation charge levvied by the hostel.
The following group types are not accepted by this hostel: Holiday with Friends, Junior / Primary School, High / Secondary School, College / University, Business Trip, Stag/Hen/Bachelor Party, Sports Group, Cultural Group If you have misrepresented the type of group you are booking for, your booking may be cancelled by the hostel.
Any cancellations resulting from agreement to these terms and conditions under false pretences will result in loss of deposit.
Wkrótce się wyprzedadzą
Opis nieruchomości
Najnowsza opinia
" When I arrived there was a door to the building with a buzzer. I rang, no answer. Continued this for about 15 minutes. Nothing I noticed another Hostel on the door front, The Catalunya Hostel , so I rang that buzzer. Immediate response. I thought I would just use this to get into the building. I went to the Somino Door and knocked, no response,7:30PM. The other hostel greeted me with a smile and a laugh saying 'Somino always does this'. If you need reliable,NOT SOMINO! I stayed at the other. "- Anonimowy
Mobilna aplikacja Hostelworld
Rezerwuj w dowolnym miejscu i czasie korzystając z nowej aplikacji mobilnej Hostelworld


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Oct '11 - Nov '11
After 9/11 by Miya Ando, Battersea Park, London
An image based blog depicting the everyday ways in which people engage, utilize and respond to architectural environments. The blog is meant to highlight the good, the bad, and the ugly of architecture. Whether it's a permanent or temporary structure; public or private space; powerful or mundane built forms; the images are meant to inspire people to reflect on these ephemeral architectural moments permanently captured.


text:
Every NFL season has its fair share of surprises and upsets. Actually, it's safe to say that even having an NFL season this year came as a surprise, right?
Before the season began, a friend of mine showed me a sheet he brought back from Vegas. On the left side of the page was each team. On the right side of the page was a number. The number represented the number of wins for each team. The challenge was to pick over or under.
With 6 as the magic number, would you have bet over or under for the Bengals? I would have said no. (more…)


text:
January 04, 2012
Illinois Public Media News
In-depth reporting from WILL, NPR, the Associated Press, and other sources
Contact WILL News at email@example.com
Page 789 of 1106 pages ‹ First < 787 788 789 790 791 > Last ›
WILL Newscast audio
NPR News
In Final Speech As Attorney General, Loretta Lynch Says: 'We Have To Work'
Sparks On The Tracks: Kosovo, Serbia Spar Over Train Stopped At The Border
Iraqi Forces Retake Mosul University From ISIS, Military Spokesman Says
Paris Summit Urges Two-State Solution To Israeli-Palestinian Conflict
What Brings Joy To Your Life? Here's One More Chance To Sell Us On It
After 146 Years, Ringling Bros. And Barnum & Bailey Circus To Shut Down
Jennifer Holliday Won't Be Performing At Trump Inauguration Event After All
WATCH: SpaceX Successfully Launches Falcon 9 Rocket, Months After Blast
Zhou Youguang, Architect Of A Bridge Between Languages, Dies At 111
Senate Panel Plans To Investigate Russian Activities During U.S. Elections
More NPR News
WILL Highlights
A short film series examining the severe underrepresentation of African-Americans in the sciences.
Classic Mornings
Get more out of your classical music experience and check out Vic Di Geronimo's blog.
The 21st
21st century radio for the 21st state. Weekdays at 11 am on WILL-AM 580.


text:
Benne Seed Cookies
- 1 1/2 cups sesame seeds
- 1 (1-pound) box light brown sugar (2 1/2 cups, packed)
- 1 1/2 cups (3 sticks) butter, at room temperature
- 2 large eggs
- 2 cups all-purpose flour
- 1 teaspoon baking powder
- 1/4 teaspoon salt
- 2 teaspoons vanilla extract
Preheat oven to 350 degrees F.
If you're using raw sesame seeds, place the seeds in a single layer on a baking sheet. Place in the oven for about 3 minutes, watching carefully. They should just begin to brown lightly. Set aside to cool completely.
Lower the oven temperature to 300 degrees F. Line cookie sheets with parchment paper.
Using an electric mixer, cream the sugar, butter and eggs until very light, about 5 minutes. Sift the flour, baking powder, and salt. Add to the butter mixture and stir with the spatula until combined. Add the vanilla. Stir in the cooled sesame seeds. Drop the batter by 1/2 teaspoonfuls onto the prepared cookie sheets, 1 inch apart. It takes just a dab of batter to produce quarter-sized cookies. They will spread into perfect circles during baking.
Bake until very brown but not burned at the edges, about 14 to 15 minutes. Important: Let the cookies cool completely on the parchment paper, then peel them away from the paper. Store between layers of waxed paper in an airtight container. These cookies freeze well in tins. They will crumble in a plastic freezer bag.
Recipe courtesy of Paula Deen
Cooking Tips
More Recipes and Ideas
Chia Crusted Salmon with Soy Bok Choy
Recipe courtesy of Food Network Kitchen
Lemon-Poppy Seed Cookies
Recipe courtesy of Food Network Kitchen


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Investors are putting their money on these trends
Get a step up on your retirement savings
Join the NASDAQ Community today and get free, instant access to portfolios, stock ratings, real-time alerts, and more!
In its weekly release, Houston-based oilfield services company
Baker Hughes Inc.
) reported an unchanged U.S. rig count (number of rigs searching
for oil and gas in the country), as an increase in the number of
oil rigs was offset by a fall in the gas rig count.
The views and opinions expressed herein are the views and opinions of the author and do not necessarily reflect those of Nasdaq, Inc.
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My great grandmother's surname on my dad's maternal side is Seybold. Leonhard Seybold, my 2nd great grandfather, arrived with his brother and sister at Castle Garden from Germany on June 2, 1857, onboard the ship New Orleans. He settled on a farm in Brillion Township, Calumet Co., WI. His daughter, Katherine, married Orville Duloss Harris in 1876. More about the Harris family can be read here.
2 thoughts on "Surname Sunday | SEYBOLD"
hello, I was curious if you know what Leonhard Seybold's brother and sister names are? thank you


text:
Educational Venues near Orjowan
London > Education > Evening Classes
23 Kensington Square, Kensington, London W8 | 10 minutes walk from Orjowan
Evening and weekend classes in life drawing and painting, taught by tutors from the Slade School of Fine Art and the Royal Society of British... More
London > Education > Evening Classes
165 Queen's Gate, South Kensington, South Kensington, London SW7 | 15 minutes walk from Orjowan
There are plenty of initiatives trying to get kids involved in science, but the Dana Centre, an extension of the Science Museum, is the first... More
London > Education > Arts and Drama
155 Talgarth Road, Hammersmith, London W14 | 16 minutes walk from Orjowan
LAMDA is among the most famous and prestigious acting schools in the world. It is very hard to be selected for a course here, but... More
London > Education > English Language Courses
47 Shepherd's Bush Green, W12 | 26 minutes walk from Orjowan
This school teaches about 800 students from 40 different countries, offering general and exam focused English language courses for adults. Students prepare for the Cambridge exams... More
London > Education > Universities and Colleges
1 Hester Road, Battersea, London SW11 | 28 minutes walk from Orjowan
The £21 million Dyson Building makes up the largest part of the purpose-built Battersea campus of the prestigious Royal College of Art. Located at 1... More
London > Education > Other Attractions
Hyde Park, Hyde Park, London W2 | 31 minutes walk from Orjowan
Hidden in a copse of trees in Hyde Park, The LookOut is a tranquil haven in the heart of London. Home to the Isis Education... More
London > Education > Cookery Courses
16-20 Wendell Road, W12 | 2.2 miles from Orjowan
Courses in practical cookery for enthusiastic amateurs at London's best cookery school. Evening courses at Leiths run from 6.45pm to 9.15pm on a... More
London > Education
Cobbold Road, W12 | 2.4 miles from Orjowan
A west London school for 3 to 11 year olds, Wendell Park Primary is housed a Victorian school on Cobbold Road... More
London > Education > Cookery Courses
118 Marylebone Lane, Marylebone, London W1U | 2.6 miles from Orjowan
The Caldesi family first set up a cooking school in Giancarlo's native Tuscany. His 'Return to Tuscany' was captured by BBC cameras and dished up... More
London > Education > Adult Education
19 Wigmore Street, Marylebone, London W1U | 2.6 miles from Orjowan
Whether you're a Nigella or not in the kitchen, the L'atelier des Chefs cookery school can teach you something. Classes are given in the basement... More
London > Education > Cookery Courses
15B Little Portland Street, Fitzrovia, London W1W | 2.8 miles from Orjowan
Awarded The Best City Cookery School 2013, the Cookery School at Little Portland Street has been teaching people to make simple, honest food for more... More
London > Education > Cookery Courses
10 Ballingdon Road, Wandsworth, SW11 | 3.2 miles from Orjowan
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Evaluation of a limit equilibrium model to simulate crush pillar behaviour
M. Du PlessisI; D.F. MalanII; J.A.L. NapierII
ILonmin Platinum, South Africa
IIDepartment of Mining Engineering, University of Pretoria
This paper describes the evaluation of a limit equilibrium model to simulate the behaviour of crush pillars in platinum mines. An analytical model was derived to calculate the residual average pillar stress (APS) values of the crush pillars. The values predicted by this model were compared to the numerical values obtained from TEXAN simulations. In general, the limit equilibrium model appears to be very attractive for simulating pillar failure as the gradual crushing of the outside of the pillar and the transfer of stress to the intact core can be replicated. The value of the TEXAN crush pillar model was further demonstrated by simulating an idealized layout with crush pillars between two adjacent panels. The simulations illustrated that oversized pillars will not crush close to the face and this may lead to seismic failure in the back area. An important finding of the study is that closure measurements may prove to be a very valuable diagnostic measure in crush pillars layouts. Distinct differences in magnitudes of closure were simulated for a scenario where the pillars crush as expected, compared to the scenario where an oversized pillar is left. Experimental closure data collected in a crush pillar stope provided further evidence regarding the value of closure measurements in these layouts.
Keywords: mine design, crush pillars, numerical analysis, limit equilibrium model.
Overview of crush pillars
Crush pillars are commonly used in the intermediate-depth platinum mines. These pillars are designed to be crushed in the face and allow for higher extraction ratios, as this prevents 'back breaks' and generally leads to stable conditions1. Rustenburg Platinum Mine (Rustenburg Section) was the first platinum group to implement the use of crush pillars as early as 19742. The design of crush pillar layouts was initially conducted using pillar dimensions that were successful in other areas. The pillar dimensions and spacings were then adjusted until the pillars provided the required behaviour2. The typical range of width/height (w/h) ratios of the crush pillars varied between 1.5-2.5. This accommodated the varying stoping widths (0.9 m-2 m), the weak footwall rock in some areas, and structural weaknesses in the rock. An alternative design approach was to cut the pillar at a w/h ratio of 2 and then increase or decrease the pillar width until crushing was achieved.
Ozbay et al.2 state that the main purpose of the crush pillars is to provide enough resistance to support the rock up to the highest known parting plane (i.e. Merensky Bastard reef contact at a height of 5 m-45 m) and not to support the full overburden rock mass to surface. A typical mining configuration for a crush pillar layout consists of pillars being positioned either adjacent to raises/winzes (dip mining) or strike gullies (breast mining). The pillars are separated in the direction of mining by a holing to allow for either ventilation (vent holing) or to increase extraction (pillar holing). Crush pillar layouts typically consist of approximately 30 m-33 m wide panel spans (interpillar) with slender pillars 2 m, 2.5 m, 3 m, or 4 m wide and 3 m, 4 m, or 6 m in length. The pillars are separated by 0.5 m to 3 m wide holings. A siding is mined adjacent to the raise or gully to ensure that the failed pillar material does not fall into the travelling way. Figure 1 shows a photograph of a crush pillar. Figure 2 is an example of a typical up-dip crush pillar layout. An off-reef haulage provides a link to the reef horizon via a cross-cut and a travelling way.
In most mining operations, the design of the crush pillars is based on trial and error. As the pillar strength is unknown, the pillar sizes are adjusted to obtain the desired behaviour. Several factors affect the behaviour of the crush pillars and in many cases satisfactory pillar crushing is not achieved. This results in a seismic hazard in many of the mines using crush pillars, as larger pillars may burst. Some of the factors affecting crush pillar behaviour are:
Stope layouts, which include the position of the pillars, the presence of a siding, the stoping width, the panel span, and the pillar size
Rock mass 'stiffness' and the influence of regi onal pillars]]> Strength of the pillar foundation relative to the pillar strength and load being applied
Peak and residual pillar strength.
During the past four decades, several of these parameters were studied in an attempt to better understand and predict the behaviour of the pillars (see, for example the references in Watson et al.4). Crush pillar layouts have, however, remained essentially unchanged over this period. The objective of this paper is to evaluate a limit equilibrium model to simulate the behaviour of these pillars. This will allow the behavior of these pillars to be simulated in displacement discontinuity boundary element programs such as TEXAN. Numerical modelling studies can then be used to investigate some of the factors described above.
Typical crush pillar behaviour
The measured and observed behaviour of a 2:1 Merensky crush pillar is summarized in Figure 3 and Table I. Based on stress measurements, Roberts et al.5 determined that a crush pillar reaches its peak strength at between 3-10 millistrains, then fails following a further compression of approximately 5 millistrains along an estimated negative post-peak stiffness slope of 12 GN/m. Following further compression of the order of 50-90 millistrains, it is assumed that footwall heave occurs as a result of the lateral confinement of the foundation. At this point it is assumed that the crushing of the foundation restricts the load capacity of the pillar as the pillar is reliant on the foundations, which is believed to be the limiting load-bearing component. Further compression could result in an increase in the contact friction angle; the result is a 'squat effect', with the slope of the stress strain curve becoming positive. This is assumed to occur when the vertical strain is > 0.4.
Of significance is the high residual crush pillar strength of 13-25 MPa (Table I). The fact that failed pillars with a relatively small width to height ratio (2:1) do maintain such a large residual strength is not always appreciated. The function of crush pillars is to support the tensile zone between regional support or to provide support up to any well-defined partings in the hangingwall. Pillars would not have been able to fulfill this function if they did not maintain these large residual strength values.
The value of the peak pillar strength is unknown. The values quoted in Table I are based on estimates as described by Ryder and Ozbay6.
A recent study on crush pillar behaviour published by Watson et al. 4 indicates that the following three factors need to be considered for the design of a crush pillar.
]]> The focus of the study was only on Merensky crush pillars, and design charts were developed by Watson et al. 4 for these pillars. The relationship between residual pillar strength and w/h ratio was determined by underground stress measurements. It was found that no further strength increase occurred above a w/h ratio of about three (Figure 4). However, limited laboratory tests, in which an attempt was made to reproduce punching, showed an exponential increase up to a w/h ratio of five (Figure 5). This exponential increase in residual strength with w/h ratio was also shown by analytical solutions used by the authors.
1. Residual strength requirements
2. Loading stiffness of the environment, and how this varies with distance from the face
3. The relationship between peak pillar strength and w/h ratio.
A limit equilibrium model to simulate crush pillar behaviour]]> A major challenge in the design of pillar layouts is to integrate an appropriate representation of the pillar failure behaviour with the overall analysis of the interactive tabular mining stress distribution. This is computationally demanding. The detailed inelastic analysis of seam or reef crushing behaviour is most appropriately conducted by means of nonlinear finite element or finite difference models, whereas the tabular excavation layout stress interactions in three dimensions can be efficiently represented using a boundary element model based on classical displacement discontinuity elements. Some simplification of the problem is possible if the fractured seam or reef material is known to be concentrated within or close to the mining horizon and does not extend appreciably into the hangingwall or footwall regions. This will often be the case when considering the design of crush pillars in shallow pillar mining layouts. Various strategies have been suggested to represent nonlinear seam behaviour using limit equilibrium methods (for example, Brummer7) or the so-called 'enhanced' displacement discontinuity method (Yacoub and Curran8), in which reef-parallel strain components are included in the set of unknown variables that are evaluated on the reef horizon. In the present study an analytic limit equilibrium model, similar to coal seam deformation models introduced by Barron9, is employed to represent the behaviour of the reef material in pillars. Napier and Malan10 carried out a preliminary evaluation of a similar model and demonstrated that it is feasible to model pillar crushing and burst instability effects. The objective of this paper is to extend this original evaluation of the model. It should be noted that Salamon11 introduced a refinement of this model which he called the 'enhanced confined core concept' of pillar strength. The focus of the work for this current paper was nevertheless restricted to the simpler model as defined below to illustrate the value of these limit equilibrium models when implemented in boundary element codes such as TEXAN10, 12.
Formulation of the model
The force equilibrium of a material 'slice' of a pillar is shown in Figure 6.
It is assumed that the edge of the pillar is at x = 0 and that the seam-parallel stress component σs is uniform over the height of the pillar and increases as x increases. From Figure 6 it can be inferred that the equilibrium force balance acting on the slice of height H and unit out of plane width requires that:
Taking the limit Δx → 0 Equation [1] can be written in the form of the differential equation;]]>
Equation [2] can be solved for σs if a relationship exists between τ and σs. This can be established by making the following assumptions:
(a) Assume that τ is related to the surface-normal stress σn by a frictional slip condition of the form:
where µ is the friction coefficient.
(b) Assume that σn is related to the average stress σs by a failure relationship of the form:
where S and m are specified constants.
Substituting Equations [4] and [3] into Equation [2] yields the required differential equation as follows:]]>
Equation [5] can be integrated directly if it is written in the separable form
Integrating Equation [6] yields the solution to Equation [5] in the form
where A is a constant that can be determined by applying the boundary condition that the average horizontal stress σs is equal to an edge constraint stress pwhen x = 0. Hence, substituting σs=p and x = 0 in Equation [7] yields A = ln (S + mp). The average horizontal stress is then recovered from Equation [7] as a function of the distance x from the edge of the pillar in the form
The seam-normal stress component σn can be obtained by substituting the expression for σs given by Equation [8] into Equation [4] to yield
It is apparent from an examination of Equations [8] and [9] that the solutions for σs and σn become degenerate (have zero values) if both S and p are equal to zero. In order to proceed further with the application of the simple limit equilibrium model some explicit assumption has to be made concerning the choice of suitable values for S and p. In the present paper, it is assumed p = 0 and that the average unconfined strength of the material at the edge of the pillar in the failed state is equal to S. This assumption is tenable if the pillar is able to bear some vertical load at the unsupported edge x = 0. Specifically, from Equation [9], the vertical load is σn=S when x = 0. If the pillar edge is, in fact, freestanding then this must be the case. However, it is apparent that the depth of the failed edge zone will be very sensitive to the exact choice of S. While it is not obvious what controls this parameter in actual crush pillars, it is essential that it be carefully calibrated in order to obtain realistic modelling results.]]> Setting p = 0 in Equations [8] and [9] and defining α = 2 µm/H yields the following expressions for the average horizontal and vertical stress values in the edge region:
It is worth noting the differences between the simple average stress model depicted in Figure 6 and an extended limit equilibrium model that has been presented by Salamon11, which allows for an explicit variation of the stress components σxx, σzz and σxz as functions of both the edge distance coordinate x and the vertical coordinate position z between the floor and roof of the pillar region. Salamon11 assumes that the material satisfies a limit equilibrium relationship between the maximum and minimum local principal stress components σ1 and σ3 at each point (x,z) in the failed region that is of the form
The values of the principal stress components σ1 and σ3 can be expressed as functions of the individual stress components σxx, σzz, and σxz which are in turn defined in terms of the derivatives of an Airy stress function, Φ (x,z) that is assumed to have the form
Substituting these expressions into Equation [12] allows the stress components to be solved in a closed but rather complicated form11. From the assumed relationship (12), it is noted that this model assumes that the cohesive strength, S = 0, and requires the specification of a non-zero confining stress, p, at the edge of the pillar. No allowance is made for roof or floor foundation failure processes and all stress components increase exponentially from the pillar edge. Salamon's model is incomplete in the sense that no general prescription is given for determining the shape of the interface surface between the material in limit equilibrium and the intact material in the interior of the pillar. Initial studies are directed therefore towards evaluating the simple average stress model expressed by Equations [10] and [11].
As pointed out by Salamon et al.13, a Mohr-Coulomb plasticity model without strain softening behaviour is inadequate for simulating actual pillar behaviour where rapid load shedding or 'bursting' may occur. In order to allow for this behaviour, it is assumed that initial failure in the seam or reef material is controlled by an additional constraint relationship of the form
]]> where S0 and m0 represent the intact strength of the pillar material. The constraint expressed by Equation [14] is also used to determine the boundaries between the intact core region of the pillar and the failed edge regions where Equations [10] and [11] are obeyed.
Analytical solution for the APS of a failed 2D pillar
Equation [11] predicts an exponential increase in the pillar stress away from the edge towards the centre of the pillar. If the pillar width is w and if the pillar is completely failed then, assuming that the stress profile is symmetric about the centre of the pillar, the average stress in the pillar is given by:
By substituting Equation [11] into [15], it follows that:
Substituting α = 2 µm/H into Equation [16], the average pillar stress can be expressed as
The form of Equation [17] suggests that the average stress can be written compactly in the following dimensionless form
]]> where the constant β = µmw/H represents a nondimensional parameter that is proportional to the width to height ratio. In the limiting case when the width w becomes very small, β = → 0 and APS → S. This clearly indicates that some caution should be exercised in using the simple limit equilibrium model for very slender failed pillars where w < H.
The behaviour of the model derived above can be illustrated using a specific choice of the basic parameters. The following constants were assumed for the initial comparison: S = 5 MPa, m = 2, µ = tanφ = tan 30º , w = 10 m, and H = 5 m. If these values are inserted into Equation [17], it is found that the APS = 19.63 MPa. This value was compared with the numerical modelling example described below.
It should be noted that the residual APS value for a failed pillar predicted by Equation [17] is very sensitive to the width to height ratio of the pillar. To illustrate this, Equation [17] is plotted for different width to height ratios (Figure 7). The other parameters used were S = 5 MPa, m = 2 and µ = tanφ = tan 30º .
To illustrate the effect of different friction angles, Equation [17] is plotted for friction angles from 5º to 45º (Figure 8). The other parameters used were S = 5 MPa, m = 2 and w= 10 m and H = 5 m. Note that as the friction angle approaches zero, the residual APS tends to S.
Implementation of the crush pillar model in TEXAN
An overview of the TEXAN tabular excavation computer program is given in Napier and Malan12. The code can currently solve both two-dimensional and three-dimensional problems with multiple interacting tabular reef planes and planar fault planes. These planes are tessellated with displacement discontinuity elements to represent stope ride and elastic convergence movements or to model slip movements on fault planes. Elements can be in an 'infinite' space or in a 'semi-infinite' space with a flat, stress-free surface. The medium is assumed to be elastic and isotropic.
Analytical kernel expressions are used to compute half-space influence functions in three-dimensions. Elements can be two-dimensional line segments, three-dimensional triangles or three-dimensional convex quadrilaterals. (In particular, square elements can be used if required). Both in-plane and anti-plane components are allowed in two-dimensional analyses.
Each element can have one or more internal collocation points giving constant or higher-order variation discontinuity densities. Triangular elements can be defined to have 1, 10, or 15 internal collocation points giving constant, cubic (third order), or quartic (fourth order) discontinuity variations respectively. Quadrilateral elements can be defined with 1 or 9 internal collocation points. A quadrilateral element with 9 internal collocation points is assigned a bi-quadratic shape function (degenerate fourth order).
Stress and displacement field values (so-called 'benchmark' values) close to excavation surfaces are accurately computed with higher-order elements if the normal projection of the field point falls within the element perimeter. Stress singularities can nevertheless arise close to element boundaries (approximately within 0.1 of the element 'diameter'). Field values cannot be computed accurately within a distance of approximately two to three element 'diameters' normal to the element plane when using constant elements.
Additional attributes of the TEXAN code include the ability to specify mixed displacement and stress component boundary conditions on specific elements, the inclusion of backfill regions in mined areas, and the ability to simulate fault slip processes by activating pre-defined element tessellations in sequential mining steps.
Regarding the limit equilibrium model, the examples given in the previous section are relevant to plane strain layout configurations and, therefore, are of limited use in tabular layout pillar design. It will be very difficult to extend the simple differential relationship embodied in Equation [5] to the case of a pillar having an irregular, two-dimensional plan shape. In particular, it is apparent that the slip field orientation in the pillar should depend on the relative magnitude and direction of the in-seam principal stress components and the detailed pillar shape. In order to maintain the appealing features of the simple model, it is assumed that Equations [10] and [11] can still be applied at each internal pillar element collocation point where stress conditions are evaluated. The crucial assumption is made that the distance that is used at each such point is interpreted as the closest distance from the point to the relevant polygonal edge defining the pillar shape. It is straightforward to compute this distance for all pillar and abutment element collocation points. This simple strategy then permits the limit equilibrium model to be extended to general tabular layout problems with irregularly shaped pillars.
Numerical modelling of the APS of a failed pillar]]> A specific model geometry simulated with the TEXAN code is shown in Figure 9. It was attempted to simulate a 'rib' pillar to approximate the two-dimensional solution of APS given above. The pillar was simulated at a depth of a 1000 m and the stress gradient was 0.031 MPa/m.
Figure 10 illustrates the stress distribution along Section AA' for the rigid pillar. Note the classical stress profile for a simulation in which the pillars are assumed to be rigid (incompressible).
]]> The simulated APS value for the pillar (average of all 800 collation points) was 110.56 MPa. In comparison, Figure 11 illustrates the stress profile along section AA' if a limit equilibrium model is assumed and the parameters given previously are assumed (S= 5 MPa, m = 2, µ = tanφ = tan 30º , and H = 5 m; the peak and residual values are assumed to be similar). The behaviour predicted by Equation [11] is also plotted in the figure.
The average of the 10 simulated values across section AA' is 19.48 MPa. This is in close agreement with the analytical value of 19.63 MPa calculated using Equation [17]. The average APS for the entire pillar is 18.65 MPa. This is slightly lower owing to the effects at the two ends of the pillar (an infinite long rib pillar was only approximated but not simulated).
From Figure 11, a key attribute of the limit equilibrium model is clearly visible: The stresses increase in an exponential fashion towards the centre of the pillar. Salamon11 identified this as a potential problem as it may lead to the formation of unduly high stresses in the core of wide pillars. The magnitude of these stresses may become sufficiently high to cause failure in the hangingwall or footwall. The current model as implemented in TEXAN can allow this off-reef failure to be evaluated in restricted cases by allowing shear failure planes to grow from the pillar edges.
Effect of element size
Regarding APS calculations using displacement discontinuity boundary element programs, Napier and Malan14 have illustrated that the simulated APS can depend on the chosen mesh size. Regarding the limit equilibrium model, it is expected that the mesh size will also play a role. This is of particular importance when simulating a large-scale crush pillar layout as the pillar width may be as small as 2-3 m. In TEXAN, the limit equilibrium equation is applied at each internal pillar point where stress conditions are evaluated. The distance that is used at each such point is interpreted as the closest distance from the point to the relevant polygonal edge defining the pillar shape. This closest distance will be dependent on the element tessellation covering the pillar, and care should be taken that the average element size is much smaller than the width of the pillar. To investigate this effect, the geometry shown in Figure 9 was simulated using the same modelling parameters but with different element sizes. Figure 12 illustrates the effect of element size when using square constant-strength (single collocation point) elements. As expected, very coarse element sizes (5 m) will underestimate the residual strength of the failed pillar. The few element collocation points present fall outside the higher stresses of the central core of the failed pillar and therefore underestimate the average stress. Note that the data point for the 2 m element size is considered as an 'outlier' as this is the only size where an uneven number of elements were required to cover the width of the 10 m pillar. This resulted in the collocation point of the centre row of elements capturing the high stress value in the centre of the pillar (see Figure 11).
The effect of using an irregular mesh of triangular elements was also investigated. An example of such a mesh covering the pillar is shown in Figure 13. Simulations with various average element sizes were conducted. The results are shown in Figure 14. Of interest is that the residual APS is much less sensitive to mesh size than for the regular mesh consisting of square elements.
Simulation of crush pillar behaviour
The examples presented above illustrate the potential utility of the simple limit equilibrium model to simulate the behaviour of crush pillars. When such a model is implemented in a suitable boundary element code, it will allow for the simulation of large-scale platinum mine layouts utilizing these pillars. The effect of parameters such as depth, potholes, regional pillars, and oversized pillars on the crushing of the pillars can now be investigated. As an illustration of this capability, the TEXAN code was used to simulate an idealized crush pillar layout. The simulated layout is shown in Figure 15. It consists of a 30 m x 70 m stope panel with a second panel being mined in a sequential fashion adjacent to this first panel. The layout was simulated using eight mining steps with seven crush pillars being formed in this process. For the second panel, the size of each mining step was 10 m and the sizes of the crush pillars were 4 m x 6 m (w:h = 2). These dimensions may not necessarily be realistic when compared to actual layouts, but were assumed in order to illustrate the behavior of the crush pillar model.
The parameters used for the simulations are shown in Table II. Note that these values were chosen arbitrarily and that a better calibration of this model based on underground measurements will be required in future.
For the first simulation, the pillars were not allowed to crush and were simulated as 'rigid' pillars in an elastic rock mass. Figure 16 illustrates the expected increase in pillar stress as the pillars move into the back area. The run was repeated using the crush pillar model, and Figure 17 illustrates the APS values on three of the pillars (D,E, and F ) as a function of mining step. Note that the pillar stress gradually increases as the mining faces approach. For the chosen parameters, the peak APS value is achieved during the mining step when the pillars are formed. The pillar then crushes completely during the next mining step and the residual APS is maintained thereafter. For the crush pillar model, the peak stress on the pillars (≈ 56 MPa) is far less than for the pillars that are not allowed to fail (≈ 130 MPa).
Figure 18 illustrates the stress profile along section aa' (Figure 15) for pillar D. After step 1, the pillar is still part of the abutment of the first panel. It can be seen from the stress profile that some crushing of this abutment has already occurred and the peak stress value is located approximately 1.25 m inside the rock. This stress peak gradually moves deeper into the rock as can be seen for the profile of step 4. During step 5 the pillar is formed and the profile becomes nearly symmetrical. During the next step, the stress increase causes complete failure of the core and the residual stress profile is assumed.
Effect of oversized pillars
A problem endemic to crush pillar layouts is the poor cutting of the pillars, and this frequently results in oversized pillars being present in these layouts. The larger pillars do not always crush in a stable manner and may fail violently in the back areas. The idealized crush pillar layout simulated above was used to investigate the effect of an oversized crush pillar. The geometry simulated was identical to that shown in Figure 15 except that pillar D was increased in size to a 6 m x 6 m pillar (w:h = 3). The modified geometry is shown in Figure 19.
The simulated stress values for pillar D (6 m x 6 m) are shown in Figure 20 and compared to the smaller pillar (4 m x 6 m) of the first simulation. Note that the APS value of the larger pillar is 73 MPa after step 8. This is much larger than the 49 MPa simulated for the 4 m x 6 m pillar. Figure 21 illustrates the stress profile along section bb' (see Figure 19) for pillar D. Note that the core of the pillar is still intact and this may lead to violent failure in the back area if the pillar becomes more highly stressed. As part of future studies, it is planned to investigate the failure of these oversized pillars in the back areas of stopes after more mining steps have occurred. Some preliminary work regarding possible 'pillar bursting' after a number of mining steps has already been described in Malan and Napier10.
Stope closure as a diagnostic tool in crush pillar layouts
Currently there is no simple method to determine whether crush pillars are behaving according to expectations. For rock engineers, it is important to determine whether these pillars are fully crushed close to the face or not. Some information can be obtained by drilling holes through the pillars and using borehole cameras, but this is tedious and will be difficult to implement on a mine-wide scale. Stress measurements in the core of the pillars will be ideal, but this is not practical owing to the high cost involved and the difficulties with rock stress measurements in general. An alternative option may be to monitor stope closure, as there appears to be distinct differences in closure behaviour between panels using stable pillars and those using correctly designed crush pillars. To illustrate this behaviour, the closure at a distance of 5 m from pillar D in the first mining panel (point P in Figure 19) is plotted in Figure 22. It is clear that a noticeable increase in closure is observed if the pillars are allowed to crush compared to a stable pillar layout. Also of interest is that the oversized pillar in Figure 19 led to a reduction in closure behavior compared to a pillar that crushes normally in this area.
Experimental stope closure in a crush pillar layout
Experimental data collected by the authors in a crush pillar layout is examined in this section to further investigate the potential of using closure as a diagnostic tool in crush pillar layouts. Down-dip mining was employed at the experimental site on the Merensky Reef (Figure 23). The mining configuration left behind 3.5 m x 2 m crush pillars along dip. Some of these pillars did not appear to be crushing completely.]]>
The footwall exposed in the gully to the southeast (downdip side) was a fine-grained grey norite. The Merensky Reef consists of a coarse-grained feldspathic pyroxenite overlain by a medium- to coarse-grained norite, often with euhedral, brown pyroxene grains. It was reported that the Merensky Reef was potholed adjacent to this area, resulting in adverse ground conditions. None of these effects were, however, seen within the experimental panel. In addition, no large-scale structural features, such as dykes or faults, were observed within the panel. The geological contribution to the rock mass behaviour in this vicinity is restricted to joint sets. Figures 24 and 25 are photographs of the experimental panel, showing the rock mass conditions around the closure-ride and closure meters.
The typical closure behaviour in the experimental site is presented below. Data from the closure-ride stations is given in Figure 26. Note that, contrary to measurements in other sites monitored by the authors, the highest rate of closure was not measured in the centre of the panel, but next to the crush pillar. This behaviour is caused by the crushing of the pillar and the presence of a mined panel on the other side of the row of pillars. In this particular case, the closure appears to serve as a useful indicator of the correct pillar behaviour. Oversized pillars would not yield and deform, resulting in lower rates of closure next to the pillar compared to the middle of the panel. At this particular site, the closure also displayed a significant time-dependent component as shown in Figure 27.
It is hypothesized that the time-dependent closure component at the experimental site was caused by the timedependent crushing of the pillars as they gradually move into the back area. No movement of discontinuities in the hangingwall could be identified that may have contributed to this time-dependent closure. In the absence of blasting, the time-dependent closure gradually decreased with time. If the hypothesis is correct, the stope closure behaviour as monitored during multiple advances may be a useful indicator of stable pillar crushing. A decrease in closure rate and time-dependent closure may imply that the pillars are oversized and may increase the likelihood of seismicity as they move into the back area. Care should nevertheless be exercised when using absolute closure magnitude as an indicator of pillar crushing, as increasing closure rates may also be associated with unexpected unravelling of the hanging wall.
Neither the limit equilibrium model nor the enhanced model presented by Salamon11 can replicate the timedependent closure behavior described above. Further work using the limit equilibrium model will therefore be focused on enhancing the model to include this component. A trial mining site using crush pillars is also being planned at a Lonmin mine, and the limit equilibrium model will be used to guide the planning of this experimental site and the type of monitoring required. Continuous closure measurements and drilling into the pillars to determine the depth of failure will be part of this monitoring programme.
This paper describes the evaluation of a simple limit equilibrium model to simulate the behaviour of crush pillars in platinum mines. The model is currently available as a constitutive code in the TEXAN boundary element program. For the evaluation in this paper, an analytical model was used to calculate the residual APS values of the crush pillars. The values predicted by this model were compared to the numerical values obtained from the TEXAN simulations. Good agreement was obtained between the two models, and this serves as a useful validation of the model implemented in the numerical code. In general, the limit equilibrium model appears to be very attractive for simulating pillar failure, as the gradual crushing of the outside of the pillar and the transfer of stress to the intact core can be replicated.
The value of the TEXAN crush pillar model was further demonstrated by simulating an idealized layout with crush pillars between two adjacent panels. The simulations illustrated that oversized pillars will not crush close to the face and this may lead to seismic failure in the back area.
The study highlighted a key attribute of the limit equilibrium models: the pillar stresses increase in an exponential fashion towards the centre of the pillar. This may lead to the formation of unduly high stresses in the core of wide pillars, and the magnitude of these stresses may become sufficiently high to cause failure in the hangingwall or footwall. The treatment of off-reef foundation failure can be simulated by allowing shear failure surfaces to grow at the edges of designated pillars. This feature of the TEXAN program will be evaluated in future studies.
An important finding of the study is that closure measurements may prove to be a very valuable diagnostic measure in crush pillars layouts. Distinct differences in magnitudes of closure were simulated for a scenario where the pillars crush as expected, compared to the scenario where an oversized pillar is left. Experimental closure data collected in a crush pillar stope provided further evidence regarding the value of closure measurements in these layouts.]]> As a next step, improved calibration of the limit equilibrium model using underground data from crush pillar sites is required. A trial mining site using crush pillars is also being planned, and the limit equilibrium model will be used to guide the planning of this experimental site and the type of monitoring that is required.
This work forms part of the PhD study of Mr M. du Plessis at the University of Pretoria.
1. JAGER, A.J. and RYDER, J.A. A handbook on rock engineering practice for tabular hard rock mines, Safety in Mines Research Advisory Committee, Johannesburg. 1999. [ Links ]
2. OZBAY, M.U., RYDER, J.A., and JAGER, A.J. The design of pillar systems as practiced in shallow hard-rock tabular mines in South Africa. Journal of the Southern African Institute of Mining and Metallurgy, Jan/Feb, vol. 95, no. 1 1995, pp. 7-18. [ Links ]
3. CANBULAT, I., GRODENER, N., LIGHTFOOT, N., RYDER, J., ESSRICH, F., DLOKWENI, A., WILKINSON, C., KROG, G., and PRONHASKA, G. The determination of loading conditions for crush pillars and the performance of crush pillars under dynamic loading, Safety in Mines Research Advisory Committee Project SIM040302. Johannesburg, 2006. [ Links ]
4. WATSON, B.P., KUIJPERS, J.S., and STACEY, T.R. Design of Merensky Reef crush pillars. Journal of the Southern African Institute of Mining and Metallurgy, vol. 110, no. 10, 2010. pp. 581-591. [ Links ]
5. ROBERTS, D.P., ROBERTS, M.K.C., JAGER, A.J., and COETZER, S. The determination of the residual strength of hard rock crush pillars with a width to height ratio of 2:1. Journal of the Southern African Institute of Mining and Metallurgy, vol. 105, no. 6, 2005. pp. 401-408. [ Links ]
6. RYDER, J.A. and OZBAY, M.U. A methodology for designing pillar layouts for shallow mining. International Symposium on Static and Dynamic Considerations in Rock Engineering, Swaziland, ISRM. 1990. [ Links ]
7. BRUMMER, R.K. Modelling the non-linear behaviour of fractured seams in deep gold mines, APCOM 87. Proceedings of the Twentieth International Symposium on the Applications of Computers and Mathematics in the Mineral Industries. Mining. Johannesburg, The South African Institute of Mining and Metallurgy, vol. 1, 1987. pp. 21-32. [ Links ]
8. YACOUB, T.E. and CURRAN, J.H. Analysis of post-peak pillar behaviour using the enhanced displacement discontinuity method. Proceedings of the 37th U.S. Rock Mechanics Symposium, Balkema, 1999. pp. 169-176. [ Links ]
9. BARRON, K. An analytical approach to the design of coal pillars. CIM Bulletin, vol. 77, no. 868, 1984. pp. 37-44. [ Links ]
10. MALAN, D.F. and NAPIER, J.A.L. Practical application of the TEXAN code to solve pillar design problems in tabular excavations. SANIRE 2006 Symposium-Facing the Challenges, Rustenburg, 2006. pp. 55-74. [ Links ]
11. SALAMON, M.D.G. Strength and stability of coal pillars. Workshop on Coal Pillar Mechanics and Design, US Bureau of the Interior, US Bureau of Mines, Santa Fe, USA. 1992. [ Links ]
12. NAPIER, J.A.L. AND MALAN, D.F. The computational analysis of shallow depth tabular mining problems, Journal of the Southern African Institute of Mining and Metallurgy, vol. 107, no. 11 2007, pp. 725-742. [ Links ]
13. SALAMON, M.D.G., BADR, S., MENDOZA, R. and OZBAY, M.U. Pillar failure in deep coal seams: numerical simulation. Proceedings of the 10th Congress of the International Society for Rock Mechanics. The South African Institute for Mining and Metallurgy, Johannesburg, 2003. pp. 1011-1018. [ Links ]
14. NAPIER, J.A.L. and MALAN, D.F. Numerical computation of average pillar stress and implications for pillar design, Journal of the Southern African Institute of Mining and Metallurgy, vol. 11, no. 12, 2011. pp. [ Links ]
Paper received Aug. 2011; revised paper received Sep. 2011.
© The Southern African Institute of Mining and Metallurgy, 2011. SA ISSN 0038-223X/3.00 + 0.00.]]>


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A Rocket To The Moon recently set sail to perform on this year's Rock Boat. Eric Halvorsen posted a blog update from their trip including photos!
Hey Everyone! It's Halvo here with a little collection of pics from this years Rock Boat that we were very happy to be a part of! I didn't take a whole lot of pictures because I barely had my phone on me, but here's a few just to give you an idea what our experience was all about.
Read the full blog post HERE.


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RetireNetCare.com featuring retirement communities and retirement homes in planned active developments. Worldwide resource for active retirement senior communities, and assisted living facilities. RetireNetCare.com is the most comprehensive resource of retirement communities throughout the world featuring assisted living facilities, planned retirement communities and various retirement properties worldwide. See also: senior housing, retirement communities, retirement living, elder care network.
Oregon is a state in the Pacific Northwest region of the United States. Oregon borders the Pacific Ocean on the west, Washington on the north, Idaho on the east, and California and Nevada on the south. The Columbia and Snake Rivers form, respectively, much of its northern and eastern borders. Between two north-south mountain ranges in western Oregon—the Pacific Coast Range and the Cascade Mountain Range—lies the Willamette Valley, the most densely populated and agriculturally productive region of the state.
Oregon has one of the most diverse landscapes of any state in the U.S. It is well known for its tall, dense forests; its accessible and scenic Pacific coastline; and its rugged, glaciated Cascade volcanoes. Other areas include semiarid scrublands, prairies, and deserts that cover approximately half the state in eastern and north-central Oregon.
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That's what I figured. It's just a theory, but I think if you went up to 62% (a la Craig), at 40 seconds, you might start getting a gum line.Let me put forward another guess. Gentle stretch, right? No slap technique, correct?
Wow, those are some breathtaking pizzas, both the Neapolitan and the NYers in that link you just posted - I missed that post in the NY section originally. Those NY style look just delicious, and I'm not usually into NY-style. But those Neapolitans are truly beautiful. Someday I've got to actually time mine - they go so quickly, I don't have time and I never think to ask others. Yours are so lovely and classically perfect!
Scott, I use a slap (gentle) technique all the way similar to how Roberto does it. After pressing with my fingers, the skin gets to about 8-9 inches then slap for about 3-4 times and end up with an 11 inch skin, top, then stretch on the peel to about 13". I don't bring the dough up to my knuckles anymore. I used to though. The dough is very easy to stretch but it has enough strength to withstand the slap technique.
Marlon, when we had our dinner with Roberto, I asked him about the slap technique, and he said it was something that young guys did to show off and that it was detrimental to the dough. He also posited that slapping could be a contributor to gum lines. Is it possible that Roberto is doing something similar to the slap technique, but with a pull rather than a slap, and, as such, to avoid confusion, perhaps we should call it something else?I guess what I'm really saying here, is a 'gentle slap' still a slap?
Marlon! This is the cream of the crop! Another amazing pie maker to aspire to! keep up the good work.
Some of the best looking pies I've EVER seen. Ever!
marlon, those are too pretty to eat. has you technique been discussed in this thread ??since i have been lucky enough to work with Roberto.his method is to stretch to about 10 inches and dress the pizzas.his final stretch is done on the peel.this gives a little thicker base allowing the dough to cook better. the ingredients are cooking on a slightly thicker surface not allowing their weight to be concentrated on the hot floor. you have really put together beautiful pizza's, from the overall appearance too the crust coloring.
Those are some beutiful pies. What kind and size oven do you have?
I am in the planning stages for a WFO and i would like to build my own. What is your dome height? I am aiming for 42" Dia and a dome height of about 18". Any tips on design or building would be greatly appreciated.


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by Anton Shilov
Chief executive officer of id Software, a subsidiary of Bethesda and the developer of legendary Doom and Quake franchises, said that stereo-3D technology must become more affordable so that to impact video game industry. Before that happens, few game developers will adopt stereo-3D (S3D) for their titles.
"Maybe we are getting to the point where the people who have been pushing 3D, or are pushing 3D now, have figured out a way to make it cool and not so nerdy that nobody wants to do it," said Todd Hollenshead, chief executive of id Software in an interview with Eurogamer web-site.
The head of the legendary game developer admits that S3D brings new experience and enhances the look of content. But the necessity to wear special glasses adds huge discomfort.
"I was a little annoyed that I had to wear these glasses for two hours in a movie. My nose hurt by the end of it. [...] If you are playing games and move your head then it can get out of phase, which is a major issue," said Mr. Hollenshead.
But the most important drawback is the price of stereo-3D televisions amid the lack of content. Some, but obviously not all, people can wear glasses and even enjoy S3D games or movies, but the price of the hardware and eventually the software is too high for the masses.
"The [S3D] TVs are [...] expensive. Is there enough content to justify?" asks the head of id.
Todd Hollenshead is by far not the first game developer to criticize S3D technology. Nonetheless, many analysts claim that stereo-3D will be quickly adopted by gamers thanks to the fact that the latter are usually early adopters of virtually all technologies.
Considering the comments that Mr. Hollenshead gave, it becomes completely unclear whether id Software's next-generation Rage video game due in September, 2011, will actually support S3D rendering natively or hardware companies will have to enable it from the drivers. But since the head of id implies that stereoscopic 3D just needs time to become mass, it may mean that the company's game that will follow Rage may indeed adopt native S3D. If the development of the post-Rage game takes another seven years, then we will witness id's approach to stereo-3D already sometime in 2018.


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Jaime Hernandez: The 1936 Proof Quarter has the lowest mintage in the entire Proof Washington Quarter series. This also happens to be the first year in which Proof Washington Quarters were struck.
The 1936 Proof Washington Quarter could have been ordered directly through the Mint as a single coin or in a Proof Set for that year. The 1936 Proof Set contained the Lincoln cent, Jefferson Nickel, Roosevelt Dime, Walking Liberty Half Dollar as well as containing the 1936 Quarter in Proof format. The 1936 Proof Quarter also had the lowest mintage from all the different denominations issued in the 1936 Proof Set.


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New Graphic Novels for December
I kill giants (GN/I) -- Barbara is an angry elementary-school girl who is known as a freak and claims to be a killer of giants. She faces bullies and storms with no fear, but cannot face what she hides from at home.
Locke & Key. Vol. 5, Clockworks (GN/L) -- The sprawling tale of the Locke family and their mastery of the 'whispering steel' thunders to new heights as the true history of the family is revealed to Tyler and Kinsey. Zack Wells assumes a new form, Tyler and Kinsey travel through time, and surprises beyond imagination will be revealed before the sixth issue ends!
Bleach. Vol. 42-51 (GN/MANGA) -- The battle between the Soul Reaper captains and Aizen's Espadas continues with the fate of Karakura town hanging in the balance. And just as things take a turn for the worse, some surprising allies make their grand entrance.
Generation Hope : The end of a generation (GN/MARVEL) -- When Hope and company investigate an unaccounted-for mutant reading in Pakistan, they come across a full-grown mutant with no memory being used as a weapon. They see a mutant in trouble and help - not realizing they're rescuing one of the X-Men's deadliest foes! Plus Generation Hope clashes with a gang of mutant villains living on Utopia, and romance blossoms between Marvel's most unlikely couple! Then, as Zero reveals his true colors, a battle breaks out on Utopia as the lights rebel against their leader. What will be the final fate of Generation Hope?
Nightwing. Vol. 1, traps and trapezes (GN/DC) -- Dick Grayson, Batman's former ward, must now embrace his destiny alone as the high-flyer Nightwing. Haly's Circus, where Dick grew up and performed under the big top, returns to Gotham City, bringing with it murder, mystery and superhuman mayhem.
Homestuck (GN/H) -- Contains the complete first act of the webcomic HOMESTUCK as created by Andrew Hussie on the site MS Paint Adventures.
The red pyramid (GN/R) -- Brilliant Egyptologist Dr. Julius Kane accidentally unleashes the Egyptian god Set, who banishes the doctor to oblivion and forces his two children to embark on a dangerous journey, bringing them closer to the truth about their family and its links to a secret order that has existed since the time of the pharoahs.
Bakuman. Vol. 11-13 (GN/MANGA) -- With Hattori, their former editor, helping out again, Moritaka and Akito do everything they can to make their new series the best it can be. Moritaka works on the character designs while Akito tries to come up with the perfect names for the characters and the series itself. But when it debuts in Weekly Jump magazine, can it take the top spot?!
Ultimate comics. Spider-Man. Vol. 2 (GN/MARVEL) -- Given Nick Fury's reluctant approval -- and an actual Spider-Man costume by Spider-Woman -- the Ultimate Universe's new kid on the block is an insider now. But on top of all the responsibilities that come with his new powers, Miles Morales still struggles with all the problems of your typical teenager. And his father hates Spider-Man. Making matters worse, someone has figured out his secret -- someone with secrets of his own.
Demon knights. Vol. 1, Seven against the dark (GN/DC) -- Set in the Dark Ages of the DC Universe, a barbarian horde is massing to crush civilization. It's fallen to Madame Xanadu and Jason Blood, the man with a monster inside him, to stand in their way-though the demon Etrigan has no interest in protecting anyone or anything other than himself! It'll take more than their own power to stop an army fueled by bloodlust and dark sorcery, and some very surprising heroes-and villains-will have no choice but to join the fray!
Amulet. Book 5, Prince of the elves (GN/A) -- Emily survived the chaos of the Guardian Academy, but Max Griffin has stolen the Mother Stone. With it, the Elf King forges new amulets that will give him the power to invade and destroy the nation of Windsor. Emily and her friends lead the soldiers of the Cielis Guard in a fight to stop him, but Max stands in their way. And when she seeks information from the Voice of her Amulet, she discovers that the Voice is much more sinister than she ever could have imagined.
Morning glories. Vol. 3, P. E. (GN/M) -- One of the most prestigious prep schools in the country-- But behind its hallowed doors something sinister and deadly lurks. When six brilliant but troubled new students arrive they find themselves trapped and desperately seeking answers-- and escape from a place where nothing is what it seems to be. The critically acclaimed series continues with this collection of the third arc, 'P.E.'. The first days were just the beginning. When the faculty cancels classes and send the students on an outing in the nearby woods, all hell breaks loose-- sending the Glories on a mysterious journey through time and space.
Vampire knight. Vol. 14 (GN/MANGA) -- Cross Academy is attended by two groups of students. The day class and the night class. At. twilight, whet the students f the day class return to their dorm, they cross paths with the night class on their way to school.... The academy's dark secret: the night class is full of vampires! The Vampire Hunter Society has imprisoned Aido in order to interrogate him about Kaname's connection to Sara Shirabuki. Meanwhile, Yuki wants a fresh start with Kaname, but circumstances arise that may force them apart.
Secret Avengers. Vol. 4, The descendants (GN/MARVEL) -- Captain America and Hawkeye undertake a mission to the Red Light Nation, a country run by criminals for criminals!
Batgirl. Vol. 1, The darkest reflection (GN/DC) -- Mirror, the nightmare-inducing brute, is destroying the lives of Gotham City citizens seemingly at random. A new chapter in the riveting adventures of "Batgirl" continue in stunning fashion.
The city of Ember (GN/C) -- In the year 241, twelve-year-old Lina trades jobs on Assignment Day to be a Messenger to run to new places in her decaying but beloved city, perhaps even to glimpse Unknown Regions.
The underwater welder (GN/U) -- As an underwater welder on an oilrig off the coast of Nova Scotia, Jack Joseph is used to the immense pressures of deep-sea work. Nothing, however, could prepare him for the pressures of impending fatherhood. As Jack dives deeper and deeper, he seems to pull further and further away from his young wife and their unborn son. Then one night, deep in the icy solitude of the ocean floor, something unexplainable happens. Jack has a mysterious and supernatural encounter that will change the course of his life forever.
Afterschool charisma. Volume 6 (GN/MANGA) -- The year is 2xxx, and at St. Kleig Academy, a school for the clones of famous historical figure, Shiro Kamiya is the only non-clone. While Marie Curie, Mozart, Jon of Arc and the other clones struggle to live their lives in the shadows of their originals, someimes seeking solace in a little sheep totem called "The Almighty Dolly," Shiro grapples with how different he is from his classmates.
The Avengers : Marvel Masterworks. Volume 2 (GN/MARVEL) -- Comicdom's greatest assemblage of super heroes burst onto the scene in 1963 as Marvel Comics revolutionized the comic-adventure art form. Gathering together to face the evil Loki, Iron Man, the Incredible Hulk, Ant-Man, the Wasp, and the Mighty Thor formed the improbable core of the ever-changing super-team. But it was three issues later when, from the ice of the northern Atlantic, Captain America returned from the frozen depths that the Avengers truly took form. Now, the epic story continues in Volume 2 with appearances by by Quicksilver, Scarlet Witch, Spider-Man, and more!
Justice League dark. Vol. 1, In the dark (GN/DC) -- The witch known as The Enchantress has gone mad, unleashing a wave of chaos that not even the combined powers of Superman, Batman, Wonder Woman and Cyborg can stop. Shade the Changing Man, Madame Xanadu, Deadman, Zatanna, Mindwarp and John Constantine may be our only hope - but how can we put our trust in beings whose very presence makes ordinary people break out in a cold sweat? Critically acclaimed writer Peter Milligan brings together an unorthodox team for the most unnatural threats.
A wrinkle in time (GN/W) -- A graphic novel adaptation of the classic tale in which Meg Murry and her friends become involved with unearthly strangers and a search for Meg's father, who has disappeared while engaged in secret work for the government.
Baltimore. Vol. 1, The plague ships (GN/B) -- After a devastating plague ends World War I, Europe is suddenly flooded with vampires and a soldier, Lord Henry Baltimore, is determined to wipe out the monsters.
Nabari no ou. Volume 7&8 (GN/MANGA) -- What was supposed to be a peaceful discourse on the state of the Nabari world descends into chaos as the students of Alya Academy throw themselves headlong into an attack against the very shinobi they invited to their school. Their purpose? To fulfill the grisly requirements of the cure-all forbidden art, Daya, to revive the beloved leader of Kouga village! As Miharu's former allies from Banten and current ones from the Grey Wolves form an uneasy alliance to stay alive, the no-longer-apathetic vessel of the Shinra Banshou reaches out to the secret art in a desperate bid to save Yoite. In the midst of such emotional and physical chaos, will it answer his call?
Daredevil. Vol. 1&2 (GN/MARVEL) -- Following a shocking discovery about the Marvel Universe, Daredevil has a weighty decision to make, the results of which will affect his friends and enemies both! Meanwhile, the Nelson and Murdock law offices struggle to celebrate the holidays as insurmountable problems descend upon them! Then, Spider-Man and Daredevil team up when Black Cat is arrested, and Murdock is the only lawyer who will touch her (her case, we mean). The next great love triangle of the Marvel U begins!
Superman : Action Comics. Vol. 1, Superman and the men of steel (GN/DC) -- DC Comics took a bold step and renumbered the longest-running monthly comic, "Action Comics," to #1 for the first time since 1938 as part of the DC Comics--The New 52 event. With this renumbering comes a new creative team featuring comics legend Grant Morrison and fan-favorite artist Rag Morales. While Morrison is no stranger to writing the Superman character, having won three Eisner Award's for his work on "All-Star Superman," "Action Comics" will be something new for both old and new readers and present humanity's first encounters with Superman, before he became one of the World's Greatest Super Heroes. Set a few years in the past, it's a bold new take on a classic hero.
The last temptation (GN/L) -- This graphic novel, based on a story by Neil Gaiman and Alice Cooper, introduces Steven, who is afraid of just about everything until he meets the mysterious Showman and his Theatre of the Real. Steven watches the show on a dare, but then he learns what it is to be truly afraid.