THIS 2:00 MINUTE VIDEO CONTAINS MOST OF WHAT YOU NEED TO KNOW. 

 

Plywood: and building shear walls

The trickiest and most important part is the plywood.

The most important factor in a retrofit is the plywood’s ability to resist earthquakes.  Plywood is the central component in an assembly consisting of bolts, plywood, and shear transfer ties which together form a shear wall.  Shear walls are the backbone of any retrofit.

The type of nails or staples used, their size and length, plywood thickness, the species of wood, the manufacturing process used in plywood production, and the wall framing all play a part in a shear wall’s performance.

Plywood is limited in its ability to resist earthquakes because the plywood itself can only be strained so far before it fails.  Bolts and shear transfer ties do not have this problem.  Therefore, the plywood connection is the most important connection in a shear wall system.

The table below is from APA Research Report 154.  The values are still used in the building code.

Table 1: Earthquake resistance of plywood varies according nailing and type of plywood.  The purple boxes call attention to differing strengths in plywood based on the nail and plywood type.  In one case, the plywood can resist 200 pounds of earthquake force per each linear foot: when 5/16 plywood with 6d nails penetrating 1-1/4 inch into the framing are spaced 6″ apart on the edges.  Or 870 pounds per linear foot: with 15/32 (half inch) plywood with 10d nails penetrating 1 -5/8 nails into the framing and spaced 2″ apart.  Once the nailing got to 2″ apart, splitting of the framing became a problem.

The good news is (as shown in this video) you can put the nails even one inch apart in old growth lumber and not worry about splitting.

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As we can see, in each case the failure in the plywood to framing connection included nails being pulled out of the framing.  Different species of wood have greater or lesser abilities to keep nail withdrawal to a minimum.  We can see which types of wood will be the most successful in keeping nail pull out to a minimum.  Using the American Wood Council Connection Calculator, we can discover how much pull-out force it takes to pull a nail out from the framing.

Douglas Fir nail pull out is 77 pounds.

Redwood (either close grain or open grain) nail pull out is 56 pounds

In other words, nails in redwood will pull out 28% sooner than nails in Douglas Fir. For this reason, some designers recommend adding 25% more nails to the redwood.  Unfortunately, there has been no testing to confirm this.

Why does this happen and how to prevent it.

As you can see in the two photographs above, the buckling plywood has withdrawn the nails from the framing.  At the same time, the plywood separated from the nails altogether as shown by the “Punch out” image above.  This nail withdrawal happened because the plywood buckling force exceeded the nail’s withdrawal limit.

The total withdrawal limit or resistance is determined by the total surface area of the nails touching the plywood, the diameter of the nails, as well as the penetration of the nails into the framing.  The greater the number of nails, the greater the nail head surface area touching the plywood, and the greater the embedment of the nails into the framing, the greater the resistance to withdrawal failure.  In other words, if a four-foot-long piece of plywood is nailed with an 8d nail every 4 inches, the nail resistance to withdrawal will be half of that of plywood that is nailed with 8d nails spaced every 2 inches.

Non-Conventional Shear Walls are Sometimes Vital to a Good Seismic Retrofit

Double sided shear walls are useful when space for a shear wall is limited, and a new shear wall is required.  By using a double-sided shear wall one can have 6 linear feet of foundation, install a 6-foot-long shear wall on each side, achieve the strength of 12 linear feet of shear wall that normally would have taken 12 linear feet of foundation.

Further on in the report it states:

“Typical failure of these walls was in compression and crushing of the lumber framing where the end studs bore against the bottom and top plates. The designer should carefully consider column buckling (snapping like a pencil) of the end framing members and bearing on the bottom plate in order to transmit these forces in compression to the foundation and in tension to hold-downs. In some cases, it may be desirable to stop the plate short of these end studs and allow the end studs to bear directly upon the foundation.  In light of this, the designer should carefully consider column buckling of the end framing members (they can buckle and snap).  This is done by carefully sizing the end framing members, reinforcing them with steel, or having the end studs bear directly on the foundation.”

The Most Technical Parts of Building Retrofit Shear Walls

This is more of a deflection issue (lateral movement of the top of the shear wall) rather than a strength issue. 1/8” crushing of the end studs into the mudsill at the bottom plate can cause over 1″ of at the top on a narrow shear wall.  The magnification factor is the height of the shear wall / width of the shear wall x the amount of mudsill compression.  If the walls are too flexible, they will not resist much earthquake force when the whole house deforms (twists) because of the earthquake.

For example, if the end framing member studs on an 8-foot tall by 4-foot-wide shear wall crush the mudsill 1 inch, the deflection at the top will be 2 inches, which is significant.  (8/4 = 2, x 1 inch compression = 2-inch movement.

Note that a normal shear wall has deflections at the top of the wall in the range of about 0.2 inches at their design loads, so you can see that a little crushing can cause big problems when a narrow shear wall is used in line with other conventional shear walls.

High-Capacity Shear Walls

APA Research Report 138 are the results of a series of experiments done by the APA.  They tested strength of plywood floors.  A plywood floor is the same as a shear wall placed horizontally and the values below are equivalent to the typical vertical shear wall.

 

APA Research Report 138:  describes tests prove show very high strength shear walls can be produced by using multiple rows of nails or staples in wood framing that is wider than the normal 1-1/2-inch-wide framing used in new construction.  The capacity of stapled shear walls is at the bottom of this Table.

Looking at this table we are using:

(1) Structural I Plywood.

(2) Plywood that is 23/32 ” thick.

(3) The stud framing that is 4″ wide.

(4) The rows of nails.  For example, 3 lines of fasteners means there are 3 rows of nails going up and down on the studs.

As you can see a shear wall built in this way can resist 1800 pounds of earthquake force and represents the strongest shear wall ever tested.  Even though it has never been tested, a two-sided shear wall of this type could have an enormous ability to resist earthquakes.  If old growth lumber is used even closer spacing of staples can provide an almost limitless shear wall capacity.

Overturning Forces in High-Capacity Shear Walls

A typical application would be typical building in San Francisco where much of the front lower story is taken up by a garage and the rest is taken up by a stair wall.  In these circumstances, the front of the building is not connected to any foundation.  This is also a preferred method in terms of effectiveness and often cost compared to moment columns.

The next consideration is uplift or overturning forces.

For example, if we build a high-capacity shear wall that can resist 1800# of force, the overturning force will be 8 x 1800# or 14,400# of overturning force.  This kind of force will crush the mudsill and certainly break out the foundation.  If the shear wall can resist 1900 pounds per linear foot of lateral earthquake force, it will also need to resist #15,200 pounds of overturning force.  For this reason, proper sizing of hold-downs is critical.  Under “Model No.” are the names of the hold-downs.

Stapled Shear Walls

 

Stapled shear walls are a consideration when one is concerned about the framing behind the plywood splitting.

The thickness of plywood has no bearing on shear wall strength except in the case of high-capacity shear walls.  For these shear walls, plywood up to 19/32″ (3/4) thick was tested and it was discovered shear wall built in this manner were on average three times stronger than the shear walls found in the California Building Code.

This type of shear wall is extremely useful when one needs the strongest shear wall possible and a foundation strong enough to withstand this force.  A typical application would be shear at the front or back of a long apartment house, such as those found in San Francisco, built on a new foundation with extensive steel reinforcing.

Stapled shear walls are a consideration when one is concerned about the framing behind the plywood splitting.  According to the American Plywood Association, one should be able to double the number of nails and double the strength of the shear wall even though this was not tested.  In other words, if you double the staple spacing, you should be able to double Target Shear.  

Target shear is another name for “allowable load” which is the value the building code says you can use when designing a shear wall.  “Ultimate Load” is the point at which the test specimen actually failed.  “Load Factor” is the safety factor.  Meaning if you have a shear wall that fails on the testing table (ultimate load) and divide this by the safety factor (load factor) the result is the “Target Design Shear” or allowable load.  Scientists have a way of making everything more complicated than needs be.

Staples do not create high-capacity shear walls, but if spaced close enough together they are extremely stiff.  This can be useful when designing a shear wall that will be working in tandem with other shear walls made of a stiffer material, such as plaster. 

Plywood to Plywood Connections

In this test, plywood was stapled to plywood to see if how strong this connection would be.  This is useful when it is necessary to attach to pieces of plywood together which is often the case when the contractor did not attach the first layer of plywood to the mudsill. 

 The next consideration is uplift or overturning forces.  High-capacity shear walls must resist a tremendous about of overturning.  For example, a high-capacity shear wall can create 14,400 pounds of force trying to lift the ends of the shear wall up off of the foundation.  For this reason, proper sizing of hold-downs is critical.  

 

Quality of Cripple Wall Framing

Older homes were built with old growth Douglas Fir and redwood that was centuries old.  This wood has very different properties compared to wood grown on modern tree farms.  The old wood is much denser and is very difficult to split compared to tree farm lumber.  For this reason, the retrofit guidelines found in the International Existing Building Code, the Bay Area’s Standard Plan A, Seattle’s Project Impact, and the Los Angeles Retrofit Building Code only allow 8d nails spaced no closer than 4 inches apart.  Old growth lumber should always be used whenever possible because it can easily be nailed with larger 10d nails 2 inches apart on the edges without splitting.

If the initial shock does not collapse the cripple wall, an aftershock might. In the photo below, a man trying to prevent his already leaning cripple wall from fully collapsing in an aftershock.

 You need the right type of Plywood

The two types of plywood available are Rated and Structural I, but for shear wall use the plywood must have 5 plies. Rated Plywood can be made of any species of wood while 10% stronger Structural I must be made of denser Southern Pine or Douglas Fir.  Overall, it is not that big a deal if you use Rated instead of Structural I.

 

Avoid 3-PLY PLYWOOD

Shear walls made of 3 ply plywood tore in the Northridge Earthquake, so the City of Los Angeles downgraded the acceptable limits for 3-ply plywood to a maximum of #200 plf.  On page 10 of the Wood-Frame Subcommittee Findings Report, published immediately after the Northridge Earthquake it says: “The performance of 3-ply construction has raised questions of its ultimate capacity.  Horizontal tearing has occurred on some outer face plies above the inner ply seam.  Values for all 3-ply panel construction were therefore reduced to 200lbs/ft maximum.”

 

Aspect Ratio-This is very technical

An aspect ratio is the ratio between the height and the width.  For example, a shear wall that is 8 feet long and 4 feet wide has an aspect ratio of 2h/1w (the height is twice as long as the width).  Normally it is written 2:1, or 2/1.

To use the values listed in Table 1 (see the chart at the beginning of this page), which is found in the building code, a shear wall must have a 2/1 aspect ratio or less.  If the aspect ratio is greater than 2/1 but less than 3.5/1, the earthquake resistance measured in per linear foot of resistance, must be reduced by what is called a reduction factor.

This maximum 3.5/1 aspect ratio translates into an 8 ft. shear wall 27.5″ wide.  Any narrower than this and you have a post, which is rated at zero.

The way you figure out the aspect ratio of a shear wall is to divide both the height and the width by the width.  For example: if a shear wall is 64″ high/18″ wide, we divide both the height and the width by 18 to get a ration of 3.5/1.  If the wall is 96″ tall then 96″/18″ = 5.3/1.  At this point it is a post and not a shear wall.

Once we determine the aspect ratio, assuming it is less than 3.5/1, we use a reduction factor of twice the width 2w/h (height).  So, if we have a shear wall that is 96″ tall and 30″ wide, the reduction factor is twice the w/h = 2 x 32/96 = 0.62.  The number in the shear Table 1 is multiplied by this factor to get the reduced shear capacity of the narrow wall.  In this case if the plywood can resist 870 pounds per linear foot, and the width of the shear wall is 2 1/2 feet, the capacity based on this table is 2.5 x 870 or 2,175#.  The reduction factor is 0.66.  2,175# x 0.66 = 1,435#.

Once we determine the aspect ratio, assuming it is less than 3.5/1, we use a reduction factor of twice the width 2w/h (height).  So, if we have a shear wall that is 96″ tall and 30″ wide, the reduction factor is twice the w/h = 2 x 30/96 = 0.62.  The number in the shear Table 1 is multiplied by this factor to get the reduced shear capacity of the narrow wall.  In this case if the plywood can resist 460 pounds per linear foot, and the width of the shear wall is 2 1/2 feet, the capacity based on this table is 2.5 x 460 or 1,150 lbs.  The reduction factor is 0.62.  1,150lgs x 0.62 = 713# or 285 lbs. per linear foot.

Crushing of the Bottom Plates

1/8” crushing of the end studs into the mudsill at the bottom plate can cause over 1″ of at the top on a narrow shear wall.  The magnification factor is the height of the shear wall / width of the shear wall x the amount of mudsill compression.  If the walls are too flexible, they will not resist much earthquake force when the whole house deforms (twists) because of the earthquake.

For example, if the end framing member studs on an 8-foot tall by 4-foot-wide shear wall crush the mudsill 1 inch, the deflection at the top will be 2 inches, which is significant.  (8/4 = 2, x 1 inch compression = 2-inch movement.

Note that a normal shear wall has deflections at the top of the wall in the range of about 0.2 inches at their design loads, so you can see that a little crushing can cause big problems when a narrow shear wall is used in line with other conventional shear walls.

This is more of a deflection issue (lateral movement of the top of the shear wall) rather than a strength issue.   1/8” crushing at the bottom plate can be translated to over an inch of deflection at the top for a narrow shear wall.  The magnification factor is the height of the shear wall / width of the shear wall.  If the walls are too flexible, they will not resist much earthquake force when the whole house deforms (twists) because of the earthquake.