stiffwall strap bracing shear wall system nabil · pdf filethe steel network, inc....

______________________________________________________________________________ The Steel Network, Inc. www.steelnetwork.com 888-474-4876

January 2016

STIFFWALL® STRAP BRACING SHEAR WALL SYSTEM

Nabil A. Rahman, Ph.D., P.E. Introduction Buildings require a vertical load resisting system to provide lateral stiffness and to transfer acting lateral loads from wind or seismic forces down to the foundation. Lateral stiffness is required to prevent the floors and roof from excessive side sway. In addition, buildings with sufficient lateral stiffness will suffer less non-structural damage, which means less cracking in walls and finishes, less water infiltration, and increased durability. StiffWall® is a pre-engineered system intended to simplify and optimize the design and installation of strap bracing shear walls to resist wind or seismic forces and provide required lateral stiffness. The system eliminates the need for plywood, OSB, or steel sheet sheathed shear panels all of which require excessive and complex fastener schedules. The system also eliminates the need for corner gusset plates traditionally used in strap bracing shear walls. In the StiffWall, the load path for shear forces through floor slabs is simplified by using corner “Boot” connection and through bolts. StiffWall has been effectively used in residential and commercial low and mid-rise cold-formed steel applications. The product is designed and manufactured to meet the performance requirements of each project.

Components of StiffWall The StiffWall system is composed of panels where each panel connects two floors vertically. For a multi-story building, the number of panels for a single StiffWall system equals the number of stories. The panel consists of several structural components, which are the vertical end Columns (vertical chords), the diagonal strap bracing, the corner Boot connections, and the floor-to-floor through bolts. Figure 1 shows the components of a StiffWall system. Note that the horizontal top and bottom chords of the shear wall panel consist of the floor/roof slabs or diaphragm, which are not part of the StiffWall. The top and bottom runner tracks of the wall may be engineered to act as part of the horizontal top and bottom chords. Other components that are built within the panel that are not part of the resisting strength and stiffness are the intermediate studs and any intermediate horizontal bracing.

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January 2016

application of gravity loads on floor where the StiffWall shear wall panels exist. In the case of panelized wall panels in the fabrication shop, it is recommended to compress the wall panels, with the StiffWall included, in a jig before the flat straps are tighten and secured to the Strap Track. Flat strap cannot be installed, then un-installed by releasing the screws to the Strap Track, and then re-installed with screws again in the same screw holes. Either a new piece of strap is required, or the exposed edge of the strap to be welded to the Strap Track with an approved weld design. It is not recommended to fasten the diagonal flat straps to the intermediate studs between the StiffWall end Columns. However, the typical or occasional attachment of sheathing and/or resilient channel to the intermediate studs through the straps is acceptable. Finally, diagonal flat straps are major elements in the lateral load resistance of the building, and therefore the straps should not be cut, punched or spliced without an approved design. Fitting StiffWall Columns between Wall Studs When the end Columns of the StiffWall are designated to fit in the stud spacing between the typical wall studs, the Columns should be centered such that there is no interference between the StiffWall Strap Track and the neighboring wall studs (refer to Figure 1). The length of the Strap Track is 12 inches, and the full StiffWall Boot connection should fit in any stud spacing 16 inches or larger (center-to-center). When the stud spacing is 12 inches or less, either one stud is to be shifted to allow space for the StiffWall Boot, or the design of the StiffWall Column is to be updated to replace and accommodate the gravity load of one of the wall studs. Connection of StiffWall Boot to Roof Rafter or Beam at a Slope When the StiffWall Boot is required to be connected at the top end to a roof rafter or a beam at a sloped angle, special Boot consideration is required since standard Boot fit only 90 degrees angle attachment. If the roof slope is very small, the StiffWall Boot maybe shimmed with steel sheets with bolt holes to accommodate the slope. The steel sheets must be placed between the Strap Track and the wall runner track, and must be welded together as well as welded to the Strap Track. If the roof slope is large, a special steel wedge maybe manufactured to accommodate the slope. The wedge must be placed between the Strap Track and the wall runner track, and must be welded to the Strap Track. Holes in Concrete Floor Slab for Through Bolts There are several ways to provide holes in concrete floor slabs to accommodate the through-floor bolts of the StiffWall Boot. Since shear loads are transferred through the floor slab via bolt bearing against the concrete, it is important to ensure there are no gaps between the bolts and the concrete after full concrete pouring and curing. Any gaps due to the method of creating the bolt holes must be grouted with structural grout or filled with structural epoxy. The same applies to hollowcore precast concrete floor planks, where the hollow cells of the planks containing the through bolts must be broken open and filled with structural grout. Pre-Installed Anchors Rods in Foundation If the anchorage of the StiffWall system into the foundation is designed with pre-installed anchor rods, it is important to maintain the alignment and the correct spacing between these anchors


January 2016

while the concrete is being poured. One method to ensure proper alignment and spacing between the anchors is to install a steel template at the top surface of the foundation and secure it to the concrete forms. It is also recommended to tape the threads of the anchor rods to prevent any contamination by the concrete. If sleeves or wrappers are used around the anchors during pouring of concrete and then taken out, they will create gaps between the anchors and the StiffWall Boot. These gaps must be grouted with structural grout or filled with structural epoxy. Design Example: The following example illustrates the design capabilities of the StiffWall system as a shear panel to resist lateral loads using hand calculations and also using SteelSmart® System software. A user guide is available for the software input data as part of the software Help menu. Certain assumptions are made within the example problem, and the analysis shown does not replace building code specific loading requirements and/or load combinations. The example utilizes StiffWall in the construction of a 5-story building. Applied loads and reactions at each story have been provided as well as overall foundation reactions for anchorage design. It should be noted that distribution of applied loads to multiple shear walls in a building can also be performed in the SteelSmart System software. Service wind loads and ASD design method are used. Two load cases were examined: (1) Dead + In-plane Wind, (D + W) (2) Dead + 0.75 Live + 0.75 In-plane, (D + 0.75L + 0.75W) Important Design Considerations:

D + W load combination is the controlling combination in this example. The wall depth is chosen as 6 inch.

Uplift and tension loads in StiffWall Columns are calculated with a tributary width from the dead load = 5 ft. (about 1/3 of panel width). Compression loads in StiffWall Columns are calculated with a tributary width from dead load equals to stud spacing = 2 ft.

End Columns are designed as unbraced full height in the lateral and torsional directions under compression forces. Otherwise, if bracing is considered, it must be adequately designed for bracing force.

Back-to-back end Columns are designed to be attached together @ 24 inches max. o.c. StiffWall does not substitute for floor rigidity. Sufficient diaphragm stiffness or an

additional horizontal compression member is required to transfer the load. f’c of foundation concrete = 4,000 psi.

Assumptions:

Stud Spacing = 24 inch o.c. Dead Load = 0.5 kips/ft. Live Load = 0.75 kips/ft. Tributary Width = 2.0 ft. for Compression check; 5 ft. for Uplift check D + W load combination checked D + 0.75L + 0.75W load combination checked

________The Stee

Analysis


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Input scree


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Analysis m


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compression

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kips

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aps is: 3.7 kmil straps witws each strapr connection25 bolt throu

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ips

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> 11.1

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all (from ana

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gn results fo

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