Structural Engineering

WA Licensed P.E.

2012-02-09T11:37:00.000-08:00

Hi, folks. Anyone out there with a license in the State of Washington who'd be interested in a small job? Let me know. William L. Polhemus, Jr. P.E.Sent from my iPad 2

List Server

2012-02-09T08:14:00.000-08:00

Is the SEAINT list server still operating?? I haven't seen any messages posted in probably a month or so. Larry Hauer, S.E.

RE: Sheet Pile Coatings - Preferred Methods

2012-01-06T15:02:00.001-08:00

For what it is worth, the US Army Corps of Engineers New Orleans District has studied the issue and uses the coal tar epoxy on the upper 20 feet of pile. After talking to some of our people, the fusion epoxy coating is not worth dropping the coal-tar which is what is tried and true. Regards, Harold Sprague I had a little tete-a-tete with a Contractor not long ago, who insisted that the the

Re: Sheet Pile Coatings - Preferred Methods

2012-01-06T14:20:00.000-08:00

Bill, It might depend on what you are using the sheet piles for. I am use to sheet piles being used temporarily during construction where after they pour the concrete and backfill the hole the sheet piles are removed. In this case the sheet piles have no coating. In cases where we let the contractor leave the sheet piles in the ground (i.e. use the sheet pile as formwork to actually pour

Sheet Pile Coatings - Preferred Methods

2012-01-05T07:38:00.000-08:00

I had a little tete-a-tete with a Contractor not long ago, who insisted that the the old tried-and-true painted-on coal-tar epoxy method was the best and cheapest way to go, over "newfangled" methods such as "fusion" epoxy coating (c.f. ASTM A950), which as I understand it, is a "baked-on" powder coating technology. Being a bit easily impressed as I am with "the newest thing," I

RE: seaint Digest for 1 Jan 2012

2012-01-02T20:59:00.000-08:00

Carbon fiber is used mostly for tension reinforcement. I have not used it for low concrete strength. Contact the engineers at Fyfe for the most optimal solution. http://www.fyfeco.com/ I am not aware of any type of injection that you could use for strengthening the concrete. Regards, Harold Sprague Subject: RE: seaint Digest for 1 Jan 2012Date: Mon, 2 Jan 2012 21:40:52 +0200From: dcohen

RE: seaint Digest for 1 Jan 2012

2012-01-02T11:40:00.001-08:00

Hi Harold, Did you mean a kind of carbon membrane like for the seismic upgrade of beams in buildings? It could be a great idea. but I never used it before , it could be installed like a seal(isolation) membranes? From: David Cohen (Baran Raviv) [mailto:dcohen@barviv.co.il] Sent: Monday, January 02, 2012 9:27 PMTo: seaint@seaint.orgSubject: RE: seaint Digest for 1 Jan 2012 What do you

RE: seaint Digest for 1 Jan 2012

2012-01-02T11:26:00.000-08:00

What do you mean by adding caron fiber, the concretee floor is already done, is there any kind of injection, or reinforcement solution you know without additional weigth (or a light-weight solution) for reinforcing the flexibility of the floor? From: Harold Sprague [mailto:spraguehope@hotmail.com] Sent: Monday, January 02, 2012 9:07 PMTo: seaint@seaint.orgSubject: RE: seaint Digest for 1

RE: seaint Digest for 1 Jan 2012

2012-01-02T11:07:00.001-08:00

Wow!! The contractor needs to go back to contractor school. If you are close, you may be able wait and use the 90 day breaks to achieve the strength. Normal concrete mixes using cement will continue to gain a lot of strength beyond the 28 days we normally specify. The other approach may be to add carbon fiber strengthening. Fyfe is a good source. Whatever course of action, I would

RE: Foundation piles deviations

2012-01-02T10:58:00.001-08:00

The ACI 117 is too liberal for many applications. As an example, I use the AISC tolerances for anchor rod tolerances. Auger cast piles are a different lot than other foundations, and ACI 117 just does not cover it well. i.e. There is no other foundation of which I am aware that the reinforcing steel is placed after the grout is in place. There is a likelihood to have bulbs close to the

Re: seaint Digest for 1 Jan 2012

2012-01-02T10:51:00.000-08:00

Yes I've already added a beam to correct the deviations.The surveyor was there during the drilling execution but it didn't help.Now there is a new problem : the concrete grade I've received from the compression test laboratories of the concrete floor is under the codes request.This is a floor of a pool and the beams were done under the floor level.Adding thickness will increase the self-weight

Re: seaint Digest for 1 Jan 2012

2012-01-02T09:55:00.001-08:00

The 2009 IBC generally requires deep foundations, such as drilled piers and driven piles, to be laterally restrained at the tops by grade beams or, sometimes, by structural slabs. If you already have a grade beam grid, it should be possible to add short grade beams diagonally across the "corners" of the grid to accommodate the mislocated piles. This is a lot cheaper than adding piles.You

Re: Foundation piles deviations

2012-01-02T08:47:00.001-08:00

On 1/2/2012 10:44 AM, Bill Polhemus wrote: On 1/1/2012 7:47 AM, David Cohen (Baran Raviv) wrote: All, What are you currently using for general steel connection/framing/erecting drawings/designs. A colleague of mine is interested in SDS/2 as a standalone; and also as connected software with REVIT. He is hoping that it would help speed up our production of stairs, grating handrails as well as standard AISC steel connections/details. Currently our approach is

RE: seaint Digest for 6 Dec 2011

2011-12-07T09:27:00.002-08:00

This webpage shows an illustration of a whaler system. I have seen spelled"whaler" and "waler" (both spelling are shown in the attached slide)http://www.oshainfo.gatech.edu/excavation/sld045.htm Randall Moore PE SEWilmington NC-----Original Message-----From: Palmer Tingey [mailto:ptingey@mii.com] Sent: Wednesday, December 07, 2011 12:07 PMTo: seaint@seaint.orgSubject: RE: seaint Digest for 6 Dec

RE: seaint Digest for 6 Dec 2011

2011-12-07T09:27:00.001-08:00

Also known as a wale. We've all seen them called out as a whale also.-----Original Message-----From: Stuart, Matthew [mailto:MStuart@Pennoni.com] Sent: Wednesday, December 07, 2011 9:22 AMTo: seaint@seaint.orgSubject: RE: seaint Digest for 6 Dec 2011A waler is basically a horizontal member used in excavation and other types of soli retention structures and is analogous to a girt in building

RE: Interior wood shear wall lateral bracing

2011-12-07T09:26:00.000-08:00

Jeff, The lateral bracing the plan reviewer is asking for is for the out-of-plane stability of the shear wall for the in-plane shear force the wall is going to be subjected to. Just like the bracing you said you’d require for moment frames. The minimum 5 psf requirement is not the same as bracing requirements and it is for the out-of-plane lateral loads a wall is subjected to. I don’t know

RE: seaint Digest for 6 Dec 2011

2011-12-07T09:22:00.001-08:00

A waler is basically a horizontal member used in excavation and other types of soli retention structures and is analogous to a girt in building construction.D. Matthew Stuart, P.E., S.E., F.ASCE, SECBStructural Division ManagerPennoni Associates Inc.One Drexel Plaza3001 Market Street, 2nd FloorPhiladelphia, PA 19104Office 215-222-3000 x7895 | Direct 215-254-7895Fax 215-222-0789 | Mobile 908-309-

RE: seaint Digest for 6 Dec 2011

2011-12-07T09:06:00.000-08:00

OK, In an earlier post, reference was made to a "waler", after a cursor search I am unable to find out exactly what this is. Please give me a lead to the engineering definition of a waler.Palmer S. Tingey, P.E.Citrus Heights, Ca. 95610Pepete44@gmail.com-----Original Message-----From: admin [mailto:admin@seausa.org] Sent: Wednesday, December 07, 2011 12:00 AMTo: Palmer TingeySubject: seaint

Interior wood shear wall lateral bracing

2011-12-07T08:54:00.000-08:00

I have a small, wood framed commercial building that has an interior shear wall (10'-0" tall) that is parallel with a roof truss and directly underneath it. I have a plan reviewer that is asking for lateral bracing on top of the wall, similar to gable end wall bracing. We usually have not provided this for short, wood framed interior walls. Our reason being that the lateral load at the top of

RE: Structural Design with Bronze

2011-12-06T20:06:00.000-08:00

Charlie, Good point. Also E 935 test methods would apply. Regards, Harold Sprague To: seaint@seaint.orgSubject: Re: Structural Design with BronzeFrom: canitzcf@aol.comDate: Tue, 6 Dec 2011 22:08:43 -0500Harold - Regarding guardrail deflection criteria, cannot ASTM E 985 "Permanent Metal Railing Systems and Rails For Buildings" be utilzied?Thanks,Charlie Canitz -----Original Message---

Neoprene Question

2011-12-06T19:40:00.000-08:00

Dear All, What is the modulus of elasticity of Neoprene 50A durometer hardness, ASTM D 2240? Is the modulus of elasticity same for tension and compression? Thanks, Sid Lakhani, PE

Re: Structural Design with Bronze

2011-12-06T19:08:00.000-08:00

Harold - Regarding guardrail deflection criteria, cannot ASTM E 985 "Permanent Metal Railing Systems and Rails For Buildings" be utilzied? Thanks, Charlie Canitz -----Original Message----- From: Harold Sprague To: seaint Sent: Tue, Dec 6, 2011 1:48 pm Subject: RE: Structural Design with Bronze #AOLMsgPart_

Re: QUESTION re: Grouting Equipment bases

2011-12-06T15:37:00.000-08:00

Bill, I agree that important Civil related construction issues should be placed in the respective drawings. However, the pipeline industry, which is where I worked last ten years, don't care a damn for what the civil engineer says. The mechanical and/or Process engineers run the show and choose to do what they determine fit. On several occasions, I noticed that the project managers by passed

Re: QUESTION re: Grouting Equipment bases

2011-12-06T15:02:00.000-08:00

My position "We don't know who's going to be providing the equipment and we don't know whose going to be supplying the grout. That's not our scope. Our job is to put a foundation there to that a party or parties at present unknown can go there and say 'hey, this looks like a great place to put our pump/compressor/skid/etc.!' It's up to THEM to figure out what they want to do and how they want to