Problem $2$Problem $2$

The lateral force resisting system for the restaurant in Problem $1$ is located along line B$-$B in the plan view shown above. An elevation view for that lateral force resisting system, which consists of tension$-$only steel strap bracing, is shown below. The beams at each story in this end$-$wall frame are assumed to be subject to the same dead and live load as the beam in Problem $1$a$.$ Wind loading is calculated and found to be $20$ kips at the top story and $10$kips at the bottom story, and is distributed as shown. Assume that these are the only loads acting on this end$-$wall frame $($you do not need to consider the load from the $212$ supporting beam that runs perpendicular to the end$-$wall frame$).$ This structure is statically determinate and can be solved by hand. Remember a couple of things. First, the tension$-$only straps do not resist compression, so only one strap will be loaded per floor at a time. Second, because the beams are simply supported and braces are treated like truss elements, the entire frame can be analyzed in a manner similar to a truss.

Use the LRFD load combinations from ASCE $7-16$ to determine:

a$.$ The maximum factored compression in the first and second story columns.

b$.$ The maximum factored uplift that the connection of frame to foundation must be designed to resist.

c$.$ The maximum factored tension in the steel strap bracing. Assume that the steel strap bracing does not carry any gravity loads.

The lateral force resisting system for the restaurant in Problem $1$ is located along line B$-$B in the plan view

shown above. An elevation view for that lateral force resisting system, which consists of tension$-$only steel

strap bracing, is shown below. The beams at each story in this end$-$wall frame are assumed to be subject to

the same dead and live load as the beam in Problem $1$a$.$ Wind loading is calculated and found to be $20$ kips

at the top story and $10$ kips at the bottom story, and is distributed as shown. Assume that these are the

only loads acting on this end$-$wall frame $($you do not need to consider the load from the $2\backslash$times $12$ supporting

beam that runs perpendicular to the end$-$wall frame$).$ This structure is statically determinate and can be

solved by hand. Remember a couple of things. First, the tension$-$only straps do not resist compression, so

only one strap will be loaded per floor at a time. Second, because the beams are simply supported and

braces are treated like truss elements, the entire frame can be analyzed in a manner similar to a truss.

$25$ ft

$12$ ft $12$ ft

B B

Simple

Connection $($Typ$.)$

Simple Column

Support $($Typ$.)$

Tension$-$Only Steel

Strap Bracing $($Typ$.)$

$10$ kip

$5$ kip

$10$ kip

$5$ kip

Use the LRFD load combinations from ASCE $7-16$ to determine:

a$.$ The maximum factored compression in the first and second story columns.

b$.$ The maximum factored uplift that the connection of frame to foundation must be designed to resist.

c$.$ The maximum factored tension in the steel strap bracing. Assume that the steel strap bracing does

not carry any gravity loads.