Tag Archives: lateral wind loads

Skylights in Barn You Built for Us Need Replacing

Skylights in Barn You Built for us Need Replacing

Reader MICHELLE in ASTORIA writes:

“Hello! You built our barn located in Astoria, Oregon. The sky lights that were installed now need to be replaced. My husband called and was told you’d get back to us with no response. We are hoping to either hire you or to buy the sky lights through you. We look forward to hearing from you.”

Mike the Pole Barn Guru responds:

You are now finding out why Hansen Pole Buildings does not provide post frame buildings with skylights – they will fail. 

A request we receive frequently is for skylights to be installed in our post frame buildings’ steel covered roofs.

My first thoughts go back to a building I worked inside of over a winter 40 years ago. About 20 years old, this building had a steel roof with numerous fiberglass (actually Fiberglass Reinforced Plastic or FRP) panels. These panels were designed and placed with an intent of allowing natural light into this very large building. Operative word here being “were”.

FRP panels are strong mold-resistant sheets. Over time glazed pigmented seal applied during manufacturing processes can crack causing structural breakdown of fiberglass resin by weathering. On this particular building, these skylights had deteriorated to a less than lovely yellow color, allowing very little light transmission. Lateral loads being transferred through roofing from wind had elongated screw holes, causing numerous roof leaks.

Brittleness over time is another issue with FRP. At my first truss manufacturing plant, we constructed a new building in 1982, with FRP panels at the south facing sidewall top. Our idea was to be able to gain natural lighting. Within a matter of just a few years, these panels had yellowed and become brittle. Local kids, out for “fun” were even throwing rocks through them!

Available technologies have improved. For use in post frame buildings, most instances where FRP panels would have been used, is now being done by polycarbonates.

Polycarbonate panels are designed specifically to match up to metal panel profiles. With a high performance glazing, standing up to punishing exterior applications, Polycarbonate panels offer multiple advantages over traditional FRP panels: up to 20 times greater impact resistance, highest light transmission rates, lowest yellowing index, highest load rating, and highest resistance to wind uplift-outstanding properties confirmed in accredited laboratory testing and in installations worldwide since 1984. Polycarbonate panels are virtually unbreakable, they self-extinguish if exposed to flame, are hail resistant and are Underwriters Laboratory (UL) 580 Class 90 recognized.

Polycarbonate roof panels are normally used as in-plane translucent panels and are used with steel panels. Instead, we recommend these skylights be used in walls as eave lights to allow light into buildings and to prevent anyone from walking on and falling through these panels.

If you are really planning on using polycarbonate roof panels, then you cannot insulate your roof in these areas, or you will block all sunlight. Roof areas without a good vapor barrier are prone to condensation issues as well. You’ll also have to take some precautions about thermal movement. Polycarbonate panels do expand and contract much more than steel panels and they are much weaker and deflect more.

We’ve had an engineer perform full scale testing of steel panels similar to what is used on your new Hansen Pole Building (our tests were performed using thinner 30 gauge steel). These tests resulted in shear values for these panels being published in National Frame Builders Association’s (NFBA) Post-Frame Building Design Manual. With a minimum allowable shear strength of 110 pounds per lineal foot, this steel is virtually identical in strength to 7/16” oriented strand board (osb) installed in an unblocked diaphragm (no blocking at seams between sheets of osb).

Properly installed steel roofing, has shear strength to be able to transfer loads induced by wind or seismic forces across roofs, through building endwalls, to ground. Herein lies an issue with light panels (either FRP or Polycarbonate).  They have no shear strength. In adding light panels, a roof’s structural integrity could be compromised. Under lateral loads, panels could fracture or buckle, or the building frame itself could be overstressed.

We at Hansen Buildings searched our database and could not find Michelle, or her email address, in it. Turns out (to no surprise) we did not construct her building (or anyone’s building as we are not contractors) and she is off in search of her actual builder!

Post Frame Construction: Knee Braces

Coming from a background in the prefabricated roof truss industry, knee braces have always bothered me.

What is a knee brace?  I’m not talking about the type you wear for a dislocated or arthritic knee joint.

A knee brace is an inclined diagonal lumber member connecting to and extending from the sidewall columns, usually several feet below the truss to column connection, across and attached to the face of the trusses. They are intended to supplement the lateral resistance of post frames when loaded by lateral wind forces.

The intent of knee bracing is noble – to supplement the resistance of post frames (columns along with aligned roof trusses create a post frame) under lateral (wind) loads. They can influence the unsupported length of the columns. As the unsupported length of the column is reduced, it is less prone to buckle.

Pole building frames, prior to installation of roofing and siding, tend to be very flexible. It is the sheathing which makes the building stiff. It would not be unheard of to stand on top of the center of a framed up only building and be able to rock the building six to eight inches! Adding knee braces at this point of construction will stiffen the frame and act as a temporary brace.

The effectiveness of a knee brace is highly dependent on the stiffness of the connections to the post and the truss. If the connections at the ends of the brace are flexible or not very stiff due to the use of a few nails, the roof diaphragm carries the bulk of the load and the brace is ineffective. If the brace connections are made very stiff (by installing many nails or bolts) the brace could effectively resist the wind loading, but overload the truss.

Knee braces induce bending moments in truss chords. If used in a post-frame design, load sharing among the truss, post, knee brace, connections and roof diaphragm must be included in the structural analysis.

Johnston and Curtis, in 1984, performed actual testing on post frame buildings with and without knee braces. They concluded, “As loads were increased, the effect of the knee bracing became insignificant.” The study found knee bracing in post frame buildings provides very little support for horizontal loads. Two years later, as a result of their studies, Gebremedian and Woeste concluded, “Knee braces added little stiffness to the post-frame building analyzed.

In a presentation to the International Conference of Timber Engineering in 1988, Jerry Barbera (at the time chief engineer for the Pacific Northwest office of the International Conference of Building Officials) stated, “When the knee brace is placed on the truss at random the truss will experience considerable stress.”. Further, he said, “Thus the truss designer has to know what the extraneous forces are in order to design for their effects. Both designers have to communicate with each other”.

Walker and Woeste’s 1992 book Post Frame Design states, “Knee braces appear to be a “no-win” solution.”

In all likelihood, pole buildings being proposed as utilizing knee braces are a result of lack of knowledge upon the part of those who are providing the building. The knee braces add no benefit to the overall strength of the structure, while potentially adding loads into the roof trusses, which they were not designed to carry. In the right combination of circumstances, this could result in a catastrophic failure of the building.