Proper Snow Loads – Presentation from NFBA Expo 2020


UPDATED AFTER EXPO: These are the slides as shown at the at the NFBA Expo in Des Moines, IA on Feb. 27, 2020: Proper Snow Design Loads for Post Frame Buildings. The Winter Snow Accumulation Maps are the pages I had scrolling at the beginning of the talk while we talked about probability and coin tosses to get through the next 50 years.

Thank you to all who attended this presentation and for the feedback received after the presentation. I am sorry I didn’t leave enough time to get through questions and dialogue. If you have feedback for me or questions, please reach out to me!

Although I didn’t mention this during the presentation, the title of this presentation could have been truncated to just Proper Snow Design Loads and still been appropriate for most buildings. Also, I may post additional information here in the future on the Snow Load simplification recommended within the presentation.

New Project Schedules and WI State Plan Reviews


As of Feb. 15, 2020:

Next available engineering START date, standard speed:  April 13, 2020

Next available engineering START date, RUSH speed: March 30, 2020

Next available State Plan Review date: roughly, sometime in May (see comments below)

There are a lot of things changing within the Wisconsin commercial building submittal process this spring.  A legislative bill aimed at reducing wait times for the Department of Safety and Professional Services (DSPS) plan review and approval of commercial buildings has been introduced in Madison.  DSPS also is in the process of transitioning to a new system of for project scheduling, management and invoicing known as eSLA .

Depending on the timing of the implementation of eSLA and the success of the legislation, the scope of building plan reviews could change significantly this year and in ways maybe not predictable at this point.

At this time, we are requesting plan review appointments for our projects as normal and then being told that the plans may be reviewed BEFORE the scheduled plan appointment date, but that they will not consider rescheduling the initial plan review appointments to an earlier date until the plans are submitted.  As far as I know, they (DSPS) have eliminated the Priority Plan Review option for double fees and a 10 day turnaround, but they are trying to reduce the time wasted on moving projects around, duplicate plan review requests, and trying to reduce the lead time for ALL projects by prioritizing plan reviewer’s efficiency in making sure they have “complete” plan submittals to work on each day instead of looking at partially completed submittals that barely get turned in on time.

Internally, project work load has picked up SIGNIFICANTLY this 2020 calendar year.  I have posted availability dates above and will try to keep these dates updated as we get into the spring season, as well as correct or add to the DSPS updates as I receive them.

Collapses from 2019, 1 year later

This article popped up in my news feed today… good story of a resilient farming family’s comeback. It was interesting to see Minnesota’s estimate of 300 ag building collapses, mostly dairy but also some hog, poultry, and machine “sheds”. It looks like this particular building featured Starwood rafters.

I’m not sure what the number of collapses totaled up to in Wisconsin or Iowa, but I would guess it was on the same order of magnitude, possibly higher in Wisconsin.

What should building inspectors be using as their reference point?

Should the building inspector for your project be comparing the construction they see on site to the building code requirements or to the construction plans which were reviewed and approved before construction begins?

In Wisconsin, the commercial building inspections as described in SPS 361 include the state approved plans, the conditional approval letter, AND the state building code.  In the International Building Code administration chapter (not adopted in Wisconsin), the building code is NOT listed as part of the inspection criteria, instead referring only to the approved plans and the approval documents.

This seemingly small difference between inspecting to the approval documents PLUS the code vs. the approval documents alone, has a potentially HUGE difference to the impact of inspections and the cost of building code compliance for building owners, builders, and the design professionals involved in the projects.

I recently recommended a change to SPS 361 that would improve the current situation by bringing Wisconsin’s building inspection scope in line with the International Building Code’s intent for the administration of the Commercial Building Code to each project.

If the building inspector is going to be given plan review and building code interpretation authority for the project, they should be required to do that work and provide their input before construction begins.  Under the current system, the building plan reviewer’s “conditional approval” is really not an approval at all, but more like a letter documenting an “no obvious reason for denial… at least for now”.

With this situation on the ground in the state’s construction industry, why would builders, owners, and design professionals even be required to wait for such a department “approval”?  The approval seems to be a non-binding decision by DSPS which offers no peace of mind nor risk-mitigation to the building owner and project stakeholders.  It leaves open the real possibility the project may face costly changes to the project after the building inspector shows up with a different code interpretation or finding.  In my experience designing hundreds of buildings in the state over the past 18 years, this doesn’t happen a majority of the time, or even commonly, but it has happened a few times to me, and when it does happen, the impact has always been significant, inconvenient, costly, and regrettable.

Check out my recommended change to the state administrative language and consider sharing this information with your state legislators, especially now while other changes to the DSPS administrative code are also being considered:

Recommended change to Wisconsin SPS 361

A problem good Structural Engineering could solve…

(In one of the many discussions following the rash of building collapses experienced throughout the Midwest this winter, I received a copy of the email below from Dr. David Bohnhoff, PhD, P.E., Emeritus Professor at the University of Wisconsin – Madison. I reprint it here with the other names removed and with Dr. Bohnhoff’s permission in hopes that his message will reach a wider audience)

“I’m responding to your email and copying a few others on it as I feel the need to get some talking points out in the general public.

For starters the State of WI Uniform Dwelling Code (SPS Chapters 320-325) has absolutely nothing to do with agricultural buildings.  It is a PRESCRIPTIVE code that is only applicable to small buildings.  This would be buildings, for example, whose clearspans seldom exceed 20 or 30 feet.

Larger buildings are structurally engineered in accordance with the governing commercial building code.  In the State of WI, this is a slightly modified version of the International Building Code (IBC) and is referred to as the WI Commercial Building Code (SPS Chapters 361-366).  From a structural design perspective, the IBC is a PERFORMANCE code and it contains verbiage specific to agricultural buildings.  For what could be argued as antiquated (historic) reasoning (more on this later), the State of WI exempts (via SPS 361.02(3)(e))) farm buildings from all provisions of the WI Commercial Building Code.

For reasons (sometimes shear ignorance) there are a number of builders that believe you can build large buildings in accordance with a PRESCRIPTIVE code for small buildings.  Prescriptive codes are codes that PRESCRIBE exactly what size/grade/shape components to use at various locations and how to connect them.  Prescriptive codes are very limited in their overall applicability.  Prescriptive codes “get by with” using simple, uniformly-distributed loads (e.g., a balanced snow load) to determine component size.  Structural engineers are seldom required when prescriptive codes are in play (and that’s one of the main reasons they exist).

When buildings get large, structural engineering gets more complex.  Most loads are far from being nice and uniform.  Wind and snow patterns are highly variant and quite complex.  When you add in parapets, cupolas, ridge vents, asymmetric roofs, steep roofs, intersecting roofs and associated valleys, overshot ridges, and sudden changes in roof height, AND you combine these with snow that can be blown in any direction, THEN (simply put) you have pages and pages of calculations you better perform if you want both an efficient and safe building.  Calculation of loads and load combinations is the first step in the structural design of a building, and not only are these loads dependent on the size and shape of the building you are designing, but they are also dependent on adjacent structures and terrain.  In many areas of the county, seismic loads are a big part of the equation, and obviously add significantly to the work involved in structural design.

Once the engineer has his loads, he/she begins the process of sizing components AND CONNECTIONS to resist these loads.  To design an efficient structure (in order to keep cost down), the engineer is constantly figuring out (1) ways in which secondary structural components and cladding can best be used to reduce the size of primarily structural components, and (2) ways that components can be connected to reduce component and connection stresses.  This takes both knowledge and experience.  A couple hallmarks of buildings that lack structural engineering are primary framing components that have little or no resistance to buckling, and mechanical connections that have little or no strength because fasteners have been inappropriately sized, spaced and/or located (with respect wood connections, fasteners often induce high wood stresses because they are too close together, too close to the end of a component, too close to the edge of a member, or otherwise used in a manner that induces high tension stress perpendicular-to-grain).

If you understand the above, then you know that when someone tries to sell a farmer a building “designed to withstand a BALANCED snowload of XXX psf” that farmer should slam the door in the salesperson’s face.  Obviously, that salesperson and the company he/she represents are not selling structurally engineered buildings.  More often than not, they are selling a building that includes a truss that has been sized using methodology only appropriate for a small, residential building, and it is quite likely that not a single load calculation has been performed, and thus not a single component or connection has been properly sized/detailed for the loads to which it will likely be subjected.  When you sell a structurally engineered building, you talk about the performance codes and standards that were used in its design.  You talk about the code-specified GROUND snow loads in the area that were used IN PART to determine the complex load combinations required to properly engineer the building.

The fact that some companies are selling large agricultural buildings that are not fully engineered is shear lunacy and highly unethical if not criminal.  When these same builders blame the failure of their buildings on a rare heavy snowfall, instead of their lack of providing a structurally engineered building, they are being deceitful/fraudulent.  They also must take farmers and the rest of the general public as idiots.  How else can you convince someone that a rare heavy snowfall is the culprit when the percentage of agricultural building failures due to a given snowfall is magnitudes greater than it is for other commercial and residential buildings in the same area.  Along these same lines, how misleading is it to state something like “the snow loads exceeded those we used in design” when you never structurally engineered the building in the first place?

Over the years I have visited and read about an incredible number of agricultural building failures.  I have seen piles of dead animals, and yet the problem with non engineered buildings has only gotten worse.  Why is this you may ask yourself?  Why does it happen in the first place?  Why hasn’t the government did something about it?  Why hasn’t the industry did something about it?  Why don’t the insurance companies care?  Where are the lawyers in all of this?  These are all great questions with reasonable answers.

First, why has the number of agricultural building failures increased, especially at a time when the number of farming operations has decreased?  Simply stated, larger and larger non-engineered buildings are being constructed.  Unfortunately, there is a double whammy that comes into play here.  As previously explained, larger buildings get hit with more complex loads, and if a building is not engineered to handle these loads, the probability of failure increases.  Second, when you double the size of a building, you double the number of components in the building.  In the case of a non-engineered building, you double the number of undersized components and/or connections.  Thus a building that is twice as large has double the probability of a localized failure.  The problem is that this localized failure can bring down a large portion of the structure if you are not careful.  For this reason it is fundamentally important to incorporate mechanisms into large buildings that limit the extent of a progressive collapse (something that is absolutely not done in a non-engineered structure).  

So as absolutely nutty as it is to put up a large building without structurally engineering it, why is it done?  The answer is simple, there is no law requiring structural engineering due to the exemption provided in SPS 361.02(3)(e) AND builders who engage in the practice of selling and erecting non-engineered buildings can undercut the sales of those who don’t.  The problem is, those who erect non-engineered buildings are putting people and animals in danger (extreme danger in many cases), and are sullying the reputation of the entire industry.  Almost without exception, those erecting non-engineered buildings are small, local builders who (1) do not have a national reputation to withhold, and (2) don’t have deep pockets. 

Perhaps only people that engineer buildings understand and appreciate the true dangers and hence insanity of erecting (and then occupying) a structure of absolutely unknown strength.  To structural engineers involved in agricultural building design, NOT following the structural requirements of the governing commercial building code is crazy given the fact that the code sets MIMIMUM criteria.  If you aren’t going to engineer a building in accordance with loads considered the MININUM for your project, then pray tell, what loads are you going to use????

The IBC, which was adopted (with modification) as the commercial building code in Wisconsin, is a code that is as applicable to agricultural buildings as it is to other commercial buildings.  The WI administration code exemption that allows for the construction of non-structurally engineered farm buildings is outdated.  In many cases, code exemptions for farm buildings are as old as the code themselves.  The first building codes were largely fire codes (much like today’s codes) that were put in place to protect loss of life and property from large conflagrations (e.g. fires that consumed entire villages in some cases).  Since farm buildings were small and located in rural areas where they were isolated from other buildings, there was little concern regarding loss of life and adjacent property when they did burn (which they often did) and hence they were exempted from building codes.  As codes have changed so have farm building exemptions.  While farm buildings are still largely exempt from fire, ventilation and energy codes, they seldom are exempt from electrical and plumbing codes, and some jurisdictions no longer exempt them from structural codes.  The latter recognizes that large farm buildings need to be structurally engineered.  In some jurisdictions (e.g. Arkansas) farm buildings must be designed and constructed in accordance with the governing commercial code, but there is no enforcement (i.e., there is no required plan submittal and no required on-site inspection).

The confusion surrounding the structural design of farm buildings has made it virtually impossible for insurance companies to offer better rates for buildings that are structurally engineered in accordance with a specific code, then for ones that have not been structurally engineered.  To this end, farmers that purchase properly engineered buildings are not getting the break due them, in fact, the more large, non-engineered buildings erected, the higher their rates become.

Builders who sell and erect non-engineered buildings (typically at the expense of reputable companies) have no incentive to change their practice.  Given that insurance companies continue to insure the buildings they erect, why change?  As soon as one of their buildings fails, they are right back in the farmer’s yard telling the farmer not to worry as they will take care of him/her like they always have.  They blame the failure on a rare heavy snowfall (or on the truss manufacturer or some other supplier), and then they put up the exact same non-engineered building.  It’s a double win for these builders (two buildings and two pay days).  So why should they change their practice?  Your answer may be “so they don’t get sued”.  To this I ask, when was the last time a hard-working, independent dairy farmer (not a horse farmer) sued a hard-working local builder?  Given that they could go to the same church, have friends in common, or even be related, you can pretty much guess the answer.

Make absolutely no mistake about it, the rash of agricultural building failures is virtually entirely due to the construction of buildings that are not structurally engineered by builders who in many cases could care less.  They are not among the farmers, the reputable builders, the component supplies (who often get blamed for the failures), or the insurance companies who would all benefit by requiring large farm buildings to be structurally engineered.

David R Bohnhoff, Ph.D., P.E.

Emeritus Professor

Biological Systems Engineering Department

460 Henry Mall, Madison WI 53706″

Thank you, Dr. Bohnhoff!

Some needed relief…

…in the form of melting temperatures this past week, not much new snow predicted, and access to loans for snow-related collapses to farmers in the State of Minnesota.

The latest forecast of snow discussion limits upcoming snow potential to areas around the Great Lakes in the form of lake-effect snow:

Probabilistic Heavy Snow and Icing Discussion
NWS Weather Prediction Center
College Park MD 402 AM EDT Fri Mar 15 2019
Valid 12Z Fri Mar 15 2019 – 12Z Mon Mar 18 2019

In the lee of the Great Lakes, deep cyclonic flow in the wake of the low lifting into northern Quebec will support lake-enhanced snow showers, with some models signaling the potential for significant accumulations across the western U.P. of Michigan on Friday. Apart from this area, models show little threat for snow accumulations exceeding 4-inches or more across the Lower 48 through the short-term period. Models also show little potential for widespread freezing rains, with significant ice accumulations not expected.

Here’s an interesting progression of Snow Depth over the past 4 weeks based on the National Snow Analyses NOHRSC site. Again, this is snow depth estimates on the ground. Snow depth on buildings on a scale like this is unavailable to my knowledge and would likely vary too much locally based on each building’s features to be represented in this way.

Snow depth map above as of February 20th on a day snow began falling heavily in the Upper Midwest. On this day, I emailed my first “snow alert” message to customers and colleagues. The first collapse I heard of was Saturday February 23rd.
Snow depth after last weekend’s snow ending March 10, 2019. Many collapses occurred between February 20th and March 10th in the Midwest.
March 15, 2019 (today) shows effects of warmer temperatures and some sun this week in Iowa, Minnesota, and Wisconsin. Both Dakotas and Western Minnesota still shows heavy snow depths persisting.

Flooding is now the bigger concern in many areas as the melting snow has turned to water on the move, over frozen soils in most places, creating severe drainage problems as the amount of water getting to streams and rivers is sudden (due to widespread melting) and is not mitigated by much saturation into the ground between the source and the waterway.

I hope we’re through the worst of it regarding snow dangers for this winter, but something tells me this winter has more of a story to tell. Buildings that retain some or most of their snow over the next quiet period could be vulnerable to collapse when additional snows fall later this month or early in April.

Be safe out there!

– Aaron

2019 Snow Collapses: It’s not just “Ag” buildings

The snow over the weekend hit a large portion of Minnesota and sections of the Dakotas with its deepest snow fall measurements.

This past weekend’s snowfall total

I enjoyed many discussions last week with friends and colleagues at the NFBA Expo in Louisville about many different topics. One topic heavy on my mind and heart was and is the heavy snow loads we’ve been experiencing in the Upper Midwest this winter causing building collapses. A common response I heard is that this is, as it has been in the past, primarily an issue causing problems in non-engineered or “code exempt” buildings, but a look at headlines from problems this past weekend clearly indicates there are other buildings meeting their match:

“The Latest: Heavy snow causing numerous structural concerns”

From the LaCrosse Tribune

Heavy Snow Causes Upper Midwest Roofs to Collapse

From US News & World Report

I don’t know the statistics of what percentage of buildings having structural failures this winter were built to comply with a certain building code, nor how many had a licensed engineer involved in their design (which is a different question), nor how many had a licensed engineer or other qualified designer inspect the completed building to verify the construction was properly done (which is another different question), but I see in the headlines today that snow, gravity and structural forces is impartial to the nature of a building’s use and also to what type of building code may apply to it. Indeed, as some engineers have joked for awhile when discussing Commercial Snow Loads, does “commercial snow” know the difference in what type of building it is landing on?

Bottom line: if the load applied exceeds the load capacity of a structure, the structure will have a problem.

One concern growing larger in my mind since Wisconsin adopted the IBC and ASCE 7 requirements in 2002 (when I began my Engineering consulting business), is that even “code compliant” buildings using ASCE 7 (Minimum Design Loads for Buildings and Other Structures) may be “under-designed” for the amount of snow our buildings are actually experiencing, and this on a recurrence interval much shorter than the 50-year interval which ASCE 7 is supposed to be based upon.

A Fire & Rescue truck rendered “out-of-service” due to a building collapse.

In White Lake, Wisconsin, the fire department building collapsed due to snow. Because of the critical role fire departments serve in keeping a community safe, they are supposed to be designed to a higher safety factor than normal buildings. They should be designed for 20% more snow load (than a similar building with all other features being equal) because it is an Essential Facility (or Category IV, Roman Numeral 4) based upon ASCE 7 and ICC criteria:

A condensed version of Tables 1.5-1 and 1.5-2 from ASCE 7-10 (by A. Halberg)

There are many reasons structures collapse when they must endure loads nearing their limit. It takes but one “weak link” in a chain to cause a failure. When a complete building system is capable of withstanding the required loads, all links in the chain are working together and have a strength that meets or exceeds the load. When one link is deficient, even slightly, the entire system can be compromised and lead to a building failure.

More Snow Trouble this week

From Louisville, Kentucky, where I’m attending the NFBA Expo, more snow predicted for “back home” in the Midwest… the heaviest amounts (8″ to 12″ of new snow possibly) are coming this weekend across Eastern South Dakota, Southern to Central Minnesota, and extending into Western Wisconsin. The maps below show the probability of getting at least 4″ / 8″ / or 12″ of snow or more in each area and this for the 24 hour period between Saturday morning at 6am and Sunday morning at 6am (CST):

day3_composite.gifThe National Weather Service warning for the La Crosse, Wiscsonsin area includes the statement “there could be roof failures”.  I take no joy in saying this, but based on my experience and reason, there WILL be building collapses.  They may all look like “roof failures” but there will be many different causes… when Grandpa pulled stumps with his tractor and chain, we found out if the stump was stronger than the chain and tractor or we found a weak link in the chain. 

It only takes one weak link in a chain of a Building’s Load path to cause a failure.The advisory statement is below, but notice that in addition to blowing and drifting snow making it difficult to drive or see, the wind load on buildings already burdened with snow (old and then an additional 6″ or more) then exposed to 30mph gusts on mid-day Sunday will cause many large agricultural building failures.  In the regions affected, the chain in each building’s load path will be tested this Sunday.  I hope the weak links will hold, but I believe many of the buildings will not hold that are either old or were under-designed or do not have proper bracing in them.

Please be safe and spread the word to those you know and love.

URGENT - WINTER WEATHER MESSAGE National Weather Service La Crosse WI 326 AM CST Thu Mar 7 2019 ...Snow, Wintry Mix Likely Saturday... .Another winter storm is taking aim on the region for the weekend with the promise of snow to a wintry mix. Snow looks to move into southeast Minnesota early Saturday morning, spreading across north-central Wisconsin for the afternoon. It would then continue through the night, moving northeast early Sunday morning. A brief period of freezing precipitation is possible before the main area of snow moves in, and possibly as it exits. Currently 4 to 8 inches of snow are expected, the bulk of which would fall during the afternoon and evening hours. If freezing precipitation is realized, a light glaze of ice would be possible. Wind could be a factor during the late night hours of Saturday into Sunday morning...drifting and blowing the fallen snow. Travel will be impacted. Be prepared for slippery to hazardous driving conditions, especially for the afternoon and evening hours. In addition, with the snow expected to be heavy in nature, and considerable snow having already fallen in February, there could be roof failures.

Snow and Weather Links I use

Recent Snowfall Accumulation Maps:

NOHRSC – National Snow Analyses,includes snow depth maps and snow water equivalent maps for the current day, last two weeks, or the season:

NOHRSC – Forecast Probability Maps

for 1-3 days out:

for 1-7 days out:

Snowfall Probability Maps (can be set to 2″ threshold, 4″, etc.)

I’m sharing these maps because they’ve become a go-to resource and the NOAA / US Government sites aren’t always the easiest to navigate.

I hope they are helpful to someone.




Seasonal Snow Update – March 4 2019

Another day in the Winter of 2019, another day of headlines including farm building collapse in the Midwest.  This time the story was on a farm near Eleva, Wisconsin but as far as I can tell, the collapses happened a week ago, the Sunday morning of February 24th. You can follow a link to the Eau Claire Leader Telegram story by clicking on the photo below.


Back up to current events, the past 72 hour snowfall looks like it hit mid-Minnesota and mid-Wisconsin with some snow and some heavy snows in some pockets, including the Stillwater, Minnesota to St. Croix Falls, Wisconsin area.

72hour snowfall March 4 2019.PNG

What’s more telling than the seasonal snow fall total is the estimate of the current loads on roofs, and by load I really mean the weight of all precipitation on the roof (Snow, Ice, Slush, trapped water, etc.) but I know of no source for giving that information.  The National Snow Analysis site through NOAA does give a map of Snow Depth which gives some measure of current snow on the ground.  From the current map you can see that much of Wisconsin and many parts of Minnesota are in the dark blue band which is a range of 20″ to 39″ of snow.

A middle of the road “guesstimate” for the density of “typical” snow in this area would be 22psf (based on ASCE 7 formula), so using that guesstimate, the range of weight for 20″ to 39″ of snow would be 37psf to 72psf of snow.  Of course, snow isn’t typical and sometimes Roof Snow Loads may exceed Ground Snow Loads due to certain material features and geometry of the building.

I’ll be traveling today and tomorrow to Louisville, KY for the 2019 NFBA Expo where I will be speaking on Thursday morning about snow loads on Post Frame buildings.  If you’re going to the Expo this week, I hope to see you there!  The current outlook for the region shows some new snow on the East side of Lake Michigan (in Michigan) and then some snow coming through the Midwest toward Louisville ending Friday morning March 8th and some more snow in the Midwest over the coming weekend.

Forecast for 07 March 2019.PNG

Forecast for 10 March 2019