Monday, October 9, 2017

Point Supported Glass Guardrail Engineering & Glass Rail Design



Glass Rail Design

glass balustrade design, glass rail detail, glass handrail engineering 





Cutting Holes In Glass Engineering Tips



Glass Rail Design

glass balustrade design, glass rail detail, glass handrail engineering 

JEI Structural Engineering

816-505-0987
Info@ JEIstructural.com




Vitrum 2017 JEI Structural Engineering - Introduction




Cladding Design

Cladding design, cladding detail, cladding drawings and more. 

We're cladding engineer & design, cladding engineering working on composite panel design, metal panel detail, and metal panel design.

Universities do not teach aluminum panel design, aluminum panel detail, composite panel detail, composite panel design, or metal panel design.

Finding an experienced cladding engineer in aluminum consulting, or aluminum detail working as an aluminum engineer isn't easy.   JEI Structural Engineering is to "go to" for glazing contractors, manufacturer and architects.




Saturday, August 19, 2017

New Patent Curtain Wall Anchor - Test Project 1




Curtain Wall Engineer - New Patented Curtain Wall Anchor.  

Curtain wall design, curtain wall details, curtain wall detail, glass curtain wall details

Having a curtain wall plan and curtain wall detail are the first step to curtain wall engineering.  Glazing contractors need curtain wall drawings or a curtain wall drawing. A curtain wall engineer with curtain wall calculations can offer curtain wall consulting.   

At JEI Structural Engineering, our team is innovative and solves problems.  We've invented and patented a new curtain wall anchor system that is available for sell or license now.

Glass Canopy Engineering

Glass handrail engineering, glass wall engineering, glass calculations, glazing design, glazier design, glazing calculations, structural glazing design, and window blast engineering.

Contact JEI Structural Engineering at 816-505-0987.





Temporary Set Up To Hold Glass In Place




Shop Drawings & Details

We work on curtain wall details, curtain wall detail, facade detail, glass wall detail, and structural glazing details.  Facade detail, glass balustrade detail, glass wall detail, glass detail, glass floor detail.  Cladding detail, structural glazing detail, glass canopy detail.

Glazing detail, glass plan, glass wall plan, window wall detail.  JEI Structural Engineering offers storefront detail, curtain wall drawings.  Facade drawings, metal panel detail, glass rail detail, glass stair detail, glass staircase detail.  Skylight drawing, storefront drawings, aluminum detail, and aluminum panel detail. Our team are experts in cladding drawings, compost panel detail, glass floor drawing, glass wall drawing, glazing drawings, glazing plan, skylight drawings, glass curtain wall detail, glass curtain wall details, window mullion details and more.



Thursday, August 10, 2017

Curtain Wall - Structurally Sealed Vertical Example

Curtain Wall - Structurally Sealed Vertical Example

JEI Structural Engineers show an example of structural sealant use in curtain wall design. Our goal is to help educate those new to our industry on common terms and examples from live projects so jobs run smoothly.



Glass and Glazing Sealants are prevalent.

Structural glazing systems, in their simplest form, are types of curtain wall systems consisting of glass that is bonded or anchored back to a structure without the use of continuously gasketed aluminum pressure plates or caps.

Structurally glazed systems create a greater transparency than traditional captured systems. There are less visual interruptions due to the lack of metal on the, creating a seamless, continuous glass look.   

The main types are:

Stick-built structural glazing system 
Unitized structural glazing system  
Point supported glass systems 

Sunday, July 16, 2017

Glass Storefront Engineering & Glazing Challenges


Glass Storefront Install & Engineering Challenges


New Project Specs Require “Sealed Calculations” for storefronts.  (That’s engineering!)

Most manufacture Wind load charts DO NOT fully account for updated code requirements.

In the past, there were loopholes that allowed engineers more flexibility than the current ADM 2015 requirements on open shapes.   This can mislead glazing project managers costing more steel, higher engineering & lost time.

Add to that, the issue of Building Movement, which is required by delegated design to consider.  

As you know, the impact of designing and installing a storefront wrong isn’t life threatening, so a few people overlook the issues entirely.  Preferring to bury their head in the sand.   The result is minor system failures that may cause water leaks or damage and sometimes require system replacement.   At worst, it’s a lawsuit.

At some point, all the codes will catch up to the new standards.     JEI Structural Engineering is ahead of the learning curve, developing:

·      Custom Wind Load Charts with lateral buckling checks, according to code.
·      Calculation and design methods that reduce steel.   
·      Pre-Design assist that Anticipates Building Movement at the storefront head.

At JEI, we realize glazing contractors want: speed of service, high quality communication and fair prices.   

Get us in the loop early and we’ll help spot potential obstacles and road blocks, freeing you to deliver the caliber of services a tradesman can be proud of.

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For a free quote, send construction documents to Info@JEIstructural.com  or Call 816-505-0987

www.JEIstructural.com 


Currently JEI Structural Engineering has PE’s in

AR, AL, CO, CT, DC, FL, GA, IA, IL, IN, KS, KY, LA, MA, MD, ME, MI, MN, MO, MS, MT, NC, NE, NJ, NY, OH, OK, PA, SC, TN, TX, UT VA, WA, WV and growing.


If you need a  PE, please contact us to check updated licensing, certification and credentials.



Storefront design, storefront detail, storefront consulting, storefront drawing, and storefront drawings. 

Tuesday, November 19, 2013

Codes Changes Creating a Cladding Mess


If you’re a glazing contractor or a building envelop contractor; an estimator or project manager, you’ve probably tried to size your storefront and curtain wall members off of a wind design pressure.  

The wind design criteria are usually given on the contract structural drawings.   Sometimes design wind pressures for components and cladding are given as well.  However, the changes with the 2012 IBC have created much confusion regarding the actual design pressures to be used.

Many times the components and cladding pressures listed on the structural drawings are given in terms of “Ultimate strength design”, which is not used in any of the wind load charts given by manufactures.   Using these pressures will ultimately lead to overly conservative design.

Designers need to be able to calculate the allowable strength design loads from the information given off of the structural drawings.

If you have a question about what is on a structural drawing, give us a call.   

Stewart Jeske
816-734-8345
 

Friday, August 24, 2012

Can you break me down the difference in Explosive Weight I and Explosive Weight II?


Explosive Weight I and Explosive Weight II?

Question

Can you break me down the difference in Explosive Weight I and Explosive Weight II?

 Answer

This is the criteria from the 2012 UFC:

Explosive weight I is associated with a larger weight of TNT for a van or truck bomb outside of the base perimeter.   Its based on the assumption that a vehicle bomb will not be able to penetrate the base perimeter and/or will be detected at the gate.  If we have a facility that is less than 200 feet from the base perimeter/fence, then we must consider explosive weight I in addition to explosive weight II and its pressure/impulse may govern over the explosive weight II.

Explosive weight II is associated with a smaller weight of TNT simulating a back-pack or smaller bomb that gets past the base gate.  The standoff for this explosive weight is no longer the 82 feet typical of the 2007 criteria.  Now it is based on the new conventional stand-offs that are listed in the tables based on construction type and load bearing/non-load bearing walls.  The actual stand-off must be used which is from the parking lot to the window/wall in question.


Hope this helps.  Please call if you have any questions.


Stewart P. Jeske, P.E.

JEI Structural - Glazing Systems Engineering




Wednesday, March 21, 2012

Updated UFC 4-010-01 (2012) - Impact to Glazing Contractors

Based on a quick review, here are the major changes/impact that I see:

1) The biggest change – Conventional Construction Stand-Off Distances. This is a huge change!
They have re-identified the conventional construction stand-off distances in Table B-2 based on the wall type construction. I anticipate the net effect will be a moving to wall construction which minimizes the construction stand-off due to spacial constraints associated with military bases. So for reinforce masonry and concrete and wood studs w/brick that means about 30 feet and 16 feet and 36 ft respectively! Glazing systems with these requirements will not likely be able to have static equivalent calculations performed – They will be forced to dynamic analysis. I anticipate that these types of installations will start showing up late summer to fall of this year.

2) Another major impact – Testing Requirements. This is also huge! The requirements state that the testing must meet the appropriate pressure and impulse from the applicable standoff and explosive weight. So, given the changes with the Conventional Construction Stand-Off Distances most all of the manufacture’s blast testing (at 82′ Ex weight II and 144′ Ex weight I) will be obsolete! I feel badly for all of the manufacture’s who have invested a great deal of effort and resource to testing in the past 5 years.

3) Dynamic analysis is pushed. Under paragraph B-3.1.3 ASTM F 2248 Design Approach (This is the 3-second static equivalent method) they state, “In order to reduce the conservatism associated with using the ASTM methodology, the window systems may be designed using dynamic analysis or tested …”

4) Framing calculations under the static equivalent method is changed. Framing must now be shown adequate with a design load of 2x the glazing resistance instead of the 3-second equivalent blast load. In some cases (with small glass lites governing – Its usually the case that the Architect is unaware) this will be the difference between 50psf (typical 3-sec load) and 400 – 1200 psf! L/60 is used as a deflection limit now instead of L/160, but I don’t think that will help much – sections will need to be much stronger using this method.

5) Connections and anchors under static equivalent method is changed. The connections and anchors must be designed for either 1x or 2x the glazing resistance instead of the typical loop holes that we have seen 2x the 3-second load (usually 100psf). Anchors and connections at these loads will be difficult if the controlling glazing lite in an elevation is small. I think anchors into masonry and wood and light-gage steel will not be workable with this method.

6) We are now able to Use ultimate strength design instead of allowable stress, but again this helps little in light of the major changes above.




 Stewart Jeske, PE
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