Structural Engineering: 2009-04-26

Saturday, May 2, 2009

re: light poles

There was an article in Structure a year or so ago, I believe, on light poles and specifically vibration and resonance failures. You may want to research that on their website.

Also, if you have any feeling this thing may become “legal”, you may want to have your discussions off this list only because an attorney could google your name and this could all become part of the evidence. Then they may try to discredit you using anything posted on this list, like why were you asking these questions if you are an expert on the subject… Not trying to be a jerk, I ask questions on here all of the time, but I have a lot of friends who are lawyers and I know expert witnesses that have been asked all kinds of things about their background.

I have a hard time believing that properly placed grout would fail because of compressive stress, just makes no sense at 4000+ psi, unless it was very poorly mixed. However, such a thin layer of grout sounds problematic, I can see a guy in the field watering that down pretty bad to get it into a small gap. Also sounds like it would be hard to pack in there properly without all kinds of voids and in general it is just too thin of a layer, not sure what the manufacturer would recommend but has to be thicker than that. I would not recommend repairing like that, plus how level does a light pole need to be? Would shimming with steel work? (Sorry I did not read the article, sounds like you got good input on the failure.)

HTH,

Andrew Kester, PE
Orlando, FL

RE: Push piers foundation systems

Jim,

The push pier systems work quite well. There are different manufacturers that have their own details, but the principal is the same. They are used all over here in the Tidewater area with great success. They can even be adjusted later on. I spoke with a geotechnical engineer the other day about them. I opined that they are self-testing because they are calibrated for load based on the hydraulic pressure readings they monitor as they push. She said that is fine except if you are over something that may have been fill, you could run into a hunk of old concrete. Another possibility is that you may hit a good stratum, but it turns out to be thin and you eventually punch through to a softer stratum. Also, you don’t want to spread the piles too far apart because your footing results in a grade beam and is usually not reinforced.

A Structural Engineer, P.C.

Glenn C. Otto, P.E.

Virginia Beach, VA

Website: www.astructuralengineeronline.com

-----Original Message-----
From: Jim Wilson [mailto:wilsonengineers@yahoo.com]
Sent: Thursday, April 30, 2009 8:53 AM
To: seaint@seaint.org
Subject: Push piers foundation systems

Is anyone familiar with the Push Pier System provided by Foundation Supportworks, or similar products for that matter? I have settlement under a portion of my garage that needs to be addressed. This is a simple end-bearing pipe pier hydrolically pushed down to bearing.

The system does carry a 25-year warranty and looks to be well designed. I don't know if there are any particular risks or gotchas with installing these systems. They say they usually hit bearing in 20-30 feet but I realize that is a big unknown. There isn't much online to read about these that isn't promotional. I did find one link to a discussion where they warned about the thickness and grade of the steel.

The contractor does not suggest that I hire a geotech to do a study - am I adding a lot of risk by not doing so? It is only a light single-story structure.

They do not suggest the helical pier, either. Soils are sandy gravel. They are not expansive. The upper layer under the foundation may have been fill but I don't know for sure. Settlement is arguably active - notable additional recent movement has been attributed to vibration from paving our driveway last year. Garage is 20 years old and has dropped maybe 2" overall.

Jim Wilson, PE

Stroudsburg, PA

Friday, May 1, 2009

Re: garage settlement

Jim, Andrew,

Fellows, if this was my problem I would call up one of my long term personal geotech buddies (with whom I have a good working relationship) and, for the cost of a cup of coffee or maybe a lunch, I would get his casual, but informed, view regarding what I should do in this situation. Is that not possible in your case when it's for your own personal use?

Regards,

H. Daryl Richardson

----- Original Message -----

From: Andrew Kester

To: seaint@seaint.org

Sent: Friday, May 01, 2009 8:41 AM

Subject: re: garage settlement

Jim,

Couple thoughts. Why does the contractor suggest you NOT get a geotech study? But he wants you to use his product to fix a problem which you are not completely sure about? Does he fully understand the soil issues causing the settlement? You know what the contractor's motive is, to sell his services....

Without a full geotechnical report, you could call a local geotech, you probably know one, and negotiate some very limited borings and penetrations along the footing. Find out what is really going on with the soil before you determine the solution. Once you determine is it a shallow or deep soil issue, you can compare different repair methods. I would compare the cost of soil grouting, that is a popular method in FL but maybe that is because we have Sandy soil.

I also highly doubt the paving of your driveway caused significant vibrations to cause any damage or settlement, particularly to a 20 year old structure. I just did a bit of research for a recent forensic job regarding road construction and the effects on a nearby structure.

Do you have any other details of what is going on with the building? Cracking, separation of finishes, other damage?

My $0.02.

Andrew Kester, P.E.
Orlando, FL

Re: garage settlement

Andrew,

Thanks for the additional thoughts. The vibration issue makes more sense when you factor in that the 36" deep garage wall is probably on some amount of fill on a slope - it drops off at a 3:1 for about 100ft with much of that slope being fill and septic mound. Not to mention that I have been watching the cracks and they increased in size quite a bit during the paving episode. This is otherwise an area of PA that does not see a lot of settlement except for in the disturbed layer, if there is one. I can't rule out a deeper issue - except that I would probably have problems in other areas as well, which I don't. This problem is well isolated to one area.

My bigger concern about the soils is how deep the piers would have to go. $$ if its an extra 50ft at $15/ft.

The contractor is really selling his product be overestimating the quantity of anchors. They propose 8 where 4-5 will do. I would not accept their advise based on their rules of thumb. But that's another matter.

Cracking of finishes and of the foundation wall is very consistent with dropping and rotating about the deeper main foundation footing.

Thanks again! Much appreciated!

Jim

From: Andrew Kester <akester@cfl.rr.com>
To: seaint@seaint.org
Sent: Friday, May 1, 2009 10:41:22 AM
Subject: re: garage settlement

Jim,

Couple thoughts. Why does the contractor suggest you NOT get a geotech study? But he wants you to use his product to fix a problem which you are not completely sure about? Does he fully understand the soil issues causing the settlement? You know what the contractor's motive is, to sell his services....

Without a full geotechnical report, you could call a local geotech, you probably know one, and negotiate some very limited borings and penetrations along the footing. Find out what is really going on with the soil before you determine the solution. Once you determine is it a shallow or deep soil issue, you can compare different repair methods. I would compare the cost of soil grouting, that is a popular method in FL but maybe that is because we have Sandy soil.

I also highly doubt the paving of your driveway caused significant vibrations to cause any damage or settlement, particularly to a 20 year old structure. I just did a bit of research for a recent forensic job regarding road construction and the effects on a nearby structure.

Do you have any other details of what is going on with the building? Cracking, separation of finishes, other damage?

My $0.02.

Andrew Kester, P.E.
Orlando, FL

Re: Sleeve through footing

Typically, the sleeve passes through (& is supported by) the formwork.
Chuck Utzman,P.E.

Bill Allen wrote:
>
> Sure. However, not knowing anything more than I know now, this is a
> non-engineered solution, which is O.K. if the problem is solved.
>
> Regardless of the strength of Styrofoam, it will still transfer the
> weight of the wet concrete to the PVC pipe. Is that O.K.? I have no
> idea. I don't know how much load PVC pipe can take.
>
> I don't know the compressibility of Styrofoam, so I don't know how
> think of a section to specify. I do know that if the section I specify
> compresses too far, then the stiffness goes up significantly.
>
> The sleeve idea takes the load entirely off the PVC pipe. I like the
> idea of hose clamps and/or duct tape. It could be a PVC sleeve for all
> I care as long as the drain line can be repaired and replaced. The
> only problem I see with the sleeve (as others have pointed out) is the
> problem of locating the sleeve concentric with the pipe.
>
> I'm not trying to make a simple problem complicated, but I do want to
> achieve the intended goal.
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.AllenDesigns.com>
>
> Consulting Structural Engineers
> V (949) 248-8588 • F(949) 209-2509
>
> -----Original Message-----
> *From:* Tom.Hunt@fluor.com [mailto:Tom.Hunt@fluor.com]
> *Sent:* Thursday, April 30, 2009 12:06 PM
> *To:* seaint@seaint.org
> *Subject:* Re: Sleeve through footing
>
>
> Bill,
>
> Couldn't you just use some Styrofoam pipe insulation from Home Depot
> that is already split and just slides on over the pipe. It is stiff
> enough to act as a form for the concrete but pliable enough to provide
> limited movement.
>
> Thomas Hunt
>
>
>
>
> *"Bill Allen" <t.w.allen@cox.net>*
> 04/30/2009 09:10 AM
> Please respond to seaint
>
>
>
> To
>
>
>
> "Seaint" <seaint@seaint.org>
>
> cc
>
>
>
> Subject
>
>
>
> Sleeve through footing
>
>
>
>
>
>
> I have an existing pipe running through a proposed footing.
>
> What is a good means to sleeve the pipe?
>
> Thank you,
>
>
> T. William (Bill) Allen, S.E.
> ALLEN DESIGNS <http://www.allendesigns.com/>
> Consulting Structural Engineers
> V (949) 248-8588 • F(949) 209-2509
>
> ------------------------------------------------------------
> The information transmitted is intended only for the person
> or entity to which it is addressed and may contain
> proprietary, business-confidential and/or privileged material.
> If you are not the intended recipient of this message you are
> hereby notified that any use, review, retransmission, dissemination,
> distribution, reproduction or any action taken in reliance upon
> this message is prohibited. If you received this in error, please
> contact the sender and delete the material from any computer.
>
> Any views expressed in this message are those of the individual
> sender and may not necessarily reflect the views of the company.
> ------------------------------------------------------------

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Re: Push piers foundation systems

I've used Chance Anchors with success here in Marin Co. Most of the
local Soils Engineers seem comfortable with them.
Good Luck,
Chuck Utzman, P.E.

Jim Wilson wrote:
> Gordon, Harold- Thanks for the advice! AB Chance is 2 hours away and
> may not travel this far, which could limit my options. But I will
> check and cross my fingers from there! Good comments about taking a
> critical look through the warranty. Its pretty vague other than
> excluding possible damage to utilties, drywall cracking if lifted,
> etc. Nothing tthat sounds like a trap.
>
> I am suspicious about how many piers they say they need. Certainly
> more than is necessary but that can be corrected.
>
> Jim
>
> ------------------------------------------------------------------------
> *From:* Gordon Goodell <GordonGoodell@harmonydesigninc.com>
> *To:* seaint@seaint.org
> *Sent:* Thursday, April 30, 2009 11:34:37 AM
> *Subject:* RE: Push piers foundation systems
>
> Jim,
>
>
>
> PDCA, the Pile Driving Contractor's Association, likes to say that
> driven piles are tested piles. This is true. You stop driving when a
> proof load, your load times some safety factor, is reached. The
> geotech is useful if you want to know in advance how far you'll have
> to drive them.
>
>
>
> Another option you might want to check is helical piers, which attain
> higher bearing much faster (shallower) than piles. They can be driven
> (by a certified contractor) with the pto for a backhoe or even a
> Bobcat. The one I've used (with excellent results) is AB Chance.
> Find a local distributor on their website: www.abchance.com
> <http://www.abchance.com/>
>
>
>
>
>
> regards,
>
> Gordon Goodell
>
>
>
> *From:* Jim Wilson [mailto:wilsonengineers@yahoo.com]
> *Sent:* Thursday, April 30, 2009 6:53 AM
> *To:* seaint@seaint.org
> *Subject:* Push piers foundation systems
>
>
>
> Is anyone familiar with the Push Pier System provided by Foundation
> Supportworks, or similar products for that matter? I have settlement
> under a portion of my garage that needs to be addressed. This is a
> simple end-bearing pipe pier hydrolically pushed down to bearing.
>
>
>
> The system does carry a 25-year warranty and looks to be well
> designed. I don't know if there are any particular risks or gotchas
> with installing these systems. They say they usually hit bearing in
> 20-30 feet but I realize that is a big unknown. There isn't much
> online to read about these that isn't promotional. I did find one
> link to a discussion where they warned about the thickness and grade
> of the steel.
>
>
>
> The contractor does not suggest that I hire a geotech to do a study -
> am I adding a lot of risk by not doing so? It is only a light
> single-story structure.
>
>
>
> They do not suggest the helical pier, either. Soils are sandy
> gravel. They are not expansive. The upper layer under the foundation
> may have been fill but I don't know for sure. Settlement is
> arguably active - notable additional recent movement has been
> attributed to vibration from paving our driveway last year. Garage
> is 20 years old and has dropped maybe 2" overall.
>
>
>
> Jim Wilson, PE
>
> Stroudsburg, PA
>

re: garage settlement

BEGIN:VCARD
VERSION:2.1
N:Andrew Kester;PE
FN:Andrew Kester, PE
EMAIL;PREF;INTERNET:akester@cfl.rr.com
REV:20090501T144122Z
END:VCARD

Jim,

Do you have any other details of what is going on with the building? Cracking, separation of finishes, other damage?

My $0.02.

Andrew Kester, P.E.
Orlando, FL

RE: Westergaard Formula for Point Loads on One-Way Slab

http://books.google.com/books?id=Lhetuhms4t4C&pg=PA175&lpg=PA175&dq=Westerga
ard+formula&source=bl&ots=lTS8UD25yp&sig=Ssmp7GiBgled2S4ElmFNnyPN8pU&hl=en&e
i=hgf7Scz6I5KWMZiI4bQE&sa=X&oi=book_result&ct=result&resnum=3

-----Original Message-----
From: Jeremy White [mailto:admin@structuralae.com]
Sent: Friday, May 01, 2009 9:06 AM
To: seaint@seaint.org
Subject: Westergaard Formula for Point Loads on One-Way Slab

Does anyone happen to have a pdf of an explanation of the Westergaard
formula for the effective width of point loads on one-way slabs? I am
looking for a credible resource for finding the effective width of a
one-way slab for point loads. I read in the Eng-Tips Forum that the
AASHTO equations are adapted from the Westergaard formula for
application to truck loading. If I am applying the code prescribed
point loads to a slab on a 4.5 in x 4.5 in square area I think the
AASHTO equations are too liberal. The contact area for a truck tire
is much larger than the 4.5x4.5 contact area.

Thanks,
Jeremy

re: pipe penetrating a ftg

BEGIN:VCARD
VERSION:2.1
N:Andrew Kester;PE
FN:Andrew Kester, PE
EMAIL;PREF;INTERNET:akester@cfl.rr.com
REV:20090501T143119Z
END:VCARD

Bill,

Another common detail for utility penetrations of a footing is just have them form and pour the footing over top of the pipes, leaving several inches between the pipes and the B/o ftg, and detail the rebar like you would a step footing. The footing will act as a grade beam over a very small span, or more accurately with an arch. Then if they ever have any issues, they can just dig down below the footing and do whatever they need to do without being tied into the sleeve. Let the contractor figure out how they want to form and pour, they may use loose soil, wood or foam... means and methods.

Andrew Kester, P.E.
Orlando, FL

RE: Westergaard Formula for Point Loads on One-Way Slab

Not an answer but it's handy to keep in mind that truck tire pressures
are on the order of 60 to 100 psi. Convenient for figuring loaded areas
from weights.

-----Original Message-----
From: Jeremy White [mailto:admin@structuralae.com]
Sent: Friday, May 01, 2009 7:06 AM
To: seaint@seaint.org
Subject: Westergaard Formula for Point Loads on One-Way Slab

Thanks,
Jeremy

Westergaard Formula for Point Loads on One-Way Slab

Thanks,
Jeremy

Re: Sleeve through footing

Bill,

While I do not want to be flip, there are three other methods for avoiding the pipe in foundation: reroute the pipe, move the foundation, or design the foundation to skip over the pipe.

Jim Getaz

Thursday, April 30, 2009

RE: Sleeve through footing

Sure. However, not knowing anything more than I know now, this is a non-engineered solution, which is O.K. if the problem is solved.

Regardless of the strength of Styrofoam, it will still transfer the weight of the wet concrete to the PVC pipe. Is that O.K.? I have no idea. I don't know how much load PVC pipe can take.

I don't know the compressibility of Styrofoam, so I don't know how think of a section to specify. I do know that if the section I specify compresses too far, then the stiffness goes up significantly.

The sleeve idea takes the load entirely off the PVC pipe. I like the idea of hose clamps and/or duct tape. It could be a PVC sleeve for all I care as long as the drain line can be repaired and replaced. The only problem I see with the sleeve (as others have pointed out) is the problem of locating the sleeve concentric with the pipe.

I'm not trying to make a simple problem complicated, but I do want to achieve the intended goal.

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

-----Original Message-----
From: Tom.Hunt@fluor.com [mailto:Tom.Hunt@fluor.com]
Sent: Thursday, April 30, 2009 12:06 PM
To: seaint@seaint.org
Subject: Re: Sleeve through footing

Bill,

Couldn't you just use some Styrofoam pipe insulation from Home Depot that is already split and just slides on over the pipe. It is stiff enough to act as a form for the concrete but pliable enough to provide limited movement.

Thomas Hunt

"Bill Allen" <t.w.allen@cox.net>
04/30/2009 09:10 AM
Please respond to seaint

To	"Seaint" <seaint@seaint.org>
cc
Subject	Sleeve through footing

I have an existing pipe running through a proposed footing.

What is a good means to sleeve the pipe?

Thank you,

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

------------------------------------------------------------

The information transmitted is intended only for the person

or entity to which it is addressed and may contain

proprietary, business-confidential and/or privileged material.

If you are not the intended recipient of this message you are

hereby notified that any use, review, retransmission, dissemination,

distribution, reproduction or any action taken in reliance upon

this message is prohibited. If you received this in error, please

contact the sender and delete the material from any computer.

Any views expressed in this message are those of the individual

sender and may not necessarily reflect the views of the company.

------------------------------------------------------------

Re: Push piers foundation systems

Gordon, Harold- Thanks for the advice! AB Chance is 2 hours away and may not travel this far, which could limit my options. But I will check and cross my fingers from there! Good comments about taking a critical look through the warranty. Its pretty vague other than excluding possible damage to utilties, drywall cracking if lifted, etc. Nothing tthat sounds like a trap.

I am suspicious about how many piers they say they need. Certainly more than is necessary but that can be corrected.

Jim

From: Gordon Goodell <GordonGoodell@harmonydesigninc.com>
To: seaint@seaint.org
Sent: Thursday, April 30, 2009 11:34:37 AM
Subject: RE: Push piers foundation systems

Jim,

PDCA, the Pile Driving Contractor's Association, likes to say that driven piles are tested piles. This is true. You stop driving when a proof load, your load times some safety factor, is reached. The geotech is useful if you want to know in advance how far you'll have to drive them.

Another option you might want to check is helical piers, which attain higher bearing much faster (shallower) than piles. They can be driven (by a certified contractor) with the pto for a backhoe or even a Bobcat. The one I've used (with excellent results) is AB Chance. Find a local distributor on their website: www.abchance.com

regards,

Gordon Goodell

From: Jim Wilson [mailto:wilsonengineers@yahoo.com]
Sent: Thursday, April 30, 2009 6:53 AM
To: seaint@seaint.org
Subject: Push piers foundation systems

The contractor does not suggest that I hire a geotech to do a study - am I adding a lot of risk by not doing so? It is only a light single-story structure.

Jim Wilson, PE

Stroudsburg, PA

Re: STEEL: Cold Regions Specification of A 992

Bill, Thomas Hunt, S.E.
Fluor

bill@polhemus.cc
04/30/2009 12:27 PM
Please respond to seaint

To	<seaint@seaint.org>
cc
Subject	STEEL: Cold Regions Specification of A 992

Does anyone have any opinions about additional requirements when specifying A 992 steel in cold regions like Alaska?

The A 992 spec really doesn't address anything in terms of options, and I don't have sufficient experience with this to know where to start looking. (Gee, it sounds like I don't have much experience in anything, judging from my posting today).

------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------

RE: Sleeve through footing

I have seen SDR PVC used, 1" bigger all around the pipe, split in half then duct taped together. One problem with this method is to assure the 1" clearance all around is maintained. Thomas's idea is better for that reason, assuming you can find a thick enough piece of insulation.

From: Tom.Hunt@fluor.com [mailto:Tom.Hunt@fluor.com]
Sent: Thursday, April 30, 2009 12:06 PM
To: seaint@seaint.org
Subject: Re: Sleeve through footing

"Bill Allen" <t.w.allen@cox.net>
04/30/2009 09:10 AM
Please respond to seaint

To	"Seaint" <seaint@seaint.org>
cc
Subject	Sleeve through footing

------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------

RE: STEEL: Cold Regions Specification of A 992

AISC 13th Edition has some guidance concerning testing steel for Charpy's. See Section 2.

Bill

From: bill@polhemus.cc [mailto:bill@polhemus.cc]
Sent: Thursday, April 30, 2009 11:27 AM
To: seaint@seaint.org
Subject: STEEL: Cold Regions Specification of A 992

Does anyone have any opinions about additional requirements when specifying A 992 steel in cold regions like Alaska?

STEEL: Cold Regions Specification of A 992

Does anyone have any opinions about additional requirements when specifying A 992 steel in cold regions like Alaska?

Re: Sleeve through footing

"Bill Allen" <t.w.allen@cox.net>
04/30/2009 09:10 AM
Please respond to seaint

To	"Seaint" <seaint@seaint.org>
cc
Subject	Sleeve through footing

------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------

Re: Sleeve through footing

On Apr 30, 2009, at 12:44 PM, Drew Morris wrote:

> Since the pipe sleeve is actually being used as a form, you could
> split the sleeve and rejoin them using hose clamps. Once cast the
> wall is going to keep the sleeve intact.
Be careful with this. I had a very expensive incident trying to fit a
rubber sleeve around a copper water line as a temporary patch for a
pinhole leak. Unbeknownst to be, the water line was eroded almost
paper thin and when I tightened the hose clamps I collapsed the line
and damn near ended up with a flooded basement for my trouble.

Christopher Wright P.E. |"They couldn't hit an elephant at
chrisw@skypoint.com | this distance" (last words of Gen.
.......................................| John Sedgwick, Spotsylvania
1864)
http://www.skypoint.com/members/chrisw/

Re: Sleeve through footing

Since the pipe sleeve is actually being used as a form, you could split the sleeve and rejoin them using hose clamps. Once cast the wall is going to keep the sleeve intact.

Christopher Wright wrote:

On Apr 30, 2009, at 11:47 AM, Bill Allen wrote:

How do you get a pipe sleeve over an existing continuous pipe?

You use a split sleeve (which are stock items) and weld them carefully and completely to the pipe. You can also use mechanically fastened split sleeves if you don't want to weld. You have to be a little careful with the mechanically fastened numbers not to collapse the pipe.

Christopher Wright P.E. |"They couldn't hit an elephant at
chrisw@skypoint.com   | this distance" (last words of Gen.
.......................................| John Sedgwick, Spotsylvania 1864)
http://www.skypoint.com/members/chrisw/

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Re: Sleeve through footing

On Apr 30, 2009, at 11:47 AM, Bill Allen wrote:

> How do you get a pipe sleeve over an existing continuous pipe?
You use a split sleeve (which are stock items) and weld them
carefully and completely to the pipe. You can also use mechanically
fastened split sleeves if you don't want to weld. You have to be a
little careful with the mechanically fastened numbers not to collapse
the pipe.

Re: Sleeve through footing

In one case, the sleeve was in 2 pieces and butt welded together. In
another case, the existing line had been cut, so the sleeve was slipped
over the end.

Bill Allen wrote:
> Drew -
>
> How do you get a pipe sleeve over an existing continuous pipe?
>
>
> T. William (Bill) Allen, S.E.
> ALLEN DESIGNS
> Consulting Structural Engineers
> V (949) 248-8588 . F(949) 209-2509
>
> -----Original Message-----
> From: Drew Morris [mailto:dmorris@bbfm.com]
> Sent: Thursday, April 30, 2009 9:24 AM
> To: seaint@seaint.org
> Subject: Re: Sleeve through footing
>
> Surround the existing pipe with an over sized pipe sleeve to allow
> foundation settlement without moving the pipe.
>
> Bill Allen wrote:
>
>> I have an existing pipe running through a proposed footing.
>>
>> What is a good means to sleeve the pipe?
>>
>> Thank you,
>>
>> T. William (Bill) Allen, S.E.
>>
>> ALLEN DESIGNS <http://www.AllenDesigns.com>
>>
>> Consulting Structural Engineers
>> V (949) 248-8588 . F(949) 209-2509
>>
>>
>
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RE: Sleeve through footing

Thanks,

Will this allow for a future replacement of the PVC pipe if necessary?

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 . F(949) 209-2509

-----Original Message-----
From: Truitt [mailto:truitt2@ashleyvance.com]
Sent: Thursday, April 30, 2009 10:03 AM
To: seaint@seaint.org
Subject: RE: Sleeve through footing

You could use a "sill sealer" tape, it is compressible polyethylene foam,
typically wrapped around all pipes through slabs and footings to protect the
pipe from breaking. You could get 1" or so of space around the pipe with
this foam fairly easily. People outside of California use it between the
mud sill and the concrete to help with weatherproofing.

-----Original Message-----
From: Bill Allen [mailto:t.w.allen@cox.net]
Sent: Thursday, April 30, 2009 9:48 AM
To: seaint@seaint.org
Subject: RE: Sleeve through footing

Drew -

How do you get a pipe sleeve over an existing continuous pipe?

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 . F(949) 209-2509

-----Original Message-----
From: Drew Morris [mailto:dmorris@bbfm.com]
Sent: Thursday, April 30, 2009 9:24 AM
To: seaint@seaint.org
Subject: Re: Sleeve through footing

Surround the existing pipe with an over sized pipe sleeve to allow
foundation settlement without moving the pipe.

Bill Allen wrote:
>
> I have an existing pipe running through a proposed footing.
>
> What is a good means to sleeve the pipe?
>
> Thank you,
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.AllenDesigns.com>
>
> Consulting Structural Engineers
> V (949) 248-8588 . F(949) 209-2509
>

RE: Sleeve through footing

-----Original Message-----
From: Bill Allen [mailto:t.w.allen@cox.net]
Sent: Thursday, April 30, 2009 9:48 AM
To: seaint@seaint.org
Subject: RE: Sleeve through footing

Drew -

How do you get a pipe sleeve over an existing continuous pipe?

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 . F(949) 209-2509

-----Original Message-----
From: Drew Morris [mailto:dmorris@bbfm.com]
Sent: Thursday, April 30, 2009 9:24 AM
To: seaint@seaint.org
Subject: Re: Sleeve through footing

Surround the existing pipe with an over sized pipe sleeve to allow
foundation settlement without moving the pipe.

Re: Sleeve through footing

Just split it. It's really only formwork.
Chuck Utzman, P.E.

RE: Sleeve through footing

Drew -

How do you get a pipe sleeve over an existing continuous pipe?

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 . F(949) 209-2509

-----Original Message-----
From: Drew Morris [mailto:dmorris@bbfm.com]
Sent: Thursday, April 30, 2009 9:24 AM
To: seaint@seaint.org
Subject: Re: Sleeve through footing

Surround the existing pipe with an over sized pipe sleeve to allow
foundation settlement without moving the pipe.

Re: Sleeve through footing

Surround the existing pipe with an over sized pipe sleeve to allow
foundation settlement without moving the pipe.

Sleeve through footing

I have an existing pipe running through a proposed footing.

What is a good means to sleeve the pipe?

Thank you,

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

Re: SEISMIC: Site-Specific Response Spectrum

Bill:

Also, when doing "Performance Base Design", you would need "Site-Specific Response Spectrum".
You may also refer to ASCE/SEI 41-06, "Seismic Rehabilitation of Existing Buildings" for these applications.

Khashayar "Casey" Hemmatyar, SE
California
Private email: Khemmatyar_AT_hotmail.com

__________________________________________________________________
From: bill@polhemus.cc [mailto:bill@polhemus.cc]
Sent: Thursday, April 30, 2009 7:04 AM
To: seaint@seaint.org
Subject: SEISMIC: Site-Specific Response Spectrum

Although I have no personal experience with it, I observe that ASCE 7-05 11.4.7 allows a site-specific ground motion procedure for "any structure." In particular, 21.2 sets forth requirements for obtaining a site-specific MCE response spectrum.
Aside from the cases of seismic isolation or damping systems, as specified in 11.4.7, are there any other situations where you would want a site-specific MCE response spectrum for design rather than relying upon the code-specified response spectrum?

مهندس خشایار همت یار

RE: Push piers foundation systems

Jim,

PDCA, the Pile Driving Contractor’s Association, likes to say that driven piles are tested piles. This is true. You stop driving when a proof load, your load times some safety factor, is reached. The geotech is useful if you want to know in advance how far you’ll have to drive them.

Another option you might want to check is helical piers, which attain higher bearing much faster (shallower) than piles. They can be driven (by a certified contractor) with the pto for a backhoe or even a Bobcat. The one I’ve used (with excellent results) is AB Chance. Find a local distributor on their website: www.abchance.com

regards,

Gordon Goodell

From: Jim Wilson [mailto:wilsonengineers@yahoo.com]
Sent: Thursday, April 30, 2009 6:53 AM
To: seaint@seaint.org
Subject: Push piers foundation systems

The contractor does not suggest that I hire a geotech to do a study - am I adding a lot of risk by not doing so? It is only a light single-story structure.

Jim Wilson, PE

Stroudsburg, PA