Jacksonville Warehouse

$8"\frac{C}{M}U$

Fully grouted $($self$-$weight $=81l\frac{b}{f}{t}^2)$

Type S$,$ PCL mortar

$f^{\text{'}}m=2,000$

$fy=60,000$ psi

A$.$ Design regularly spaced wall reinforcing per design strip $1($DS$1$ shown above$)$ in accordance with TMS $40216.$

Dead and live roof loads are at service load levels

Out$-$of$-$plane wind load is at strength design level

Assume overall wall design is governed by flexural tension

Assume critical wall section is located mid$-$height between wall supports

Assume governing load combination is $0\mathrm{.}9D\frac{+}{-}1\mathrm{.}0W$

Assume simple supports at base and roof

Space reinforcing at $48"$ o$.$c$.$ or less

Design spacing should be an increment of $8^{\text{'}\text{'}}($i$.$e$.,8^{\text{'}\text{'}},{16}^{\text{'}\text{'}},{24}^{\text{'}\text{'}},32$ or $48")$

B$.$ Design reinforcing at edges of openings per design strip $2($DS$2$ shown above$).$ All loads at openings must be transferred to the masonry at the edges of the openings. Based on the assumption of a $48-$inch maximum spacing for regular wall reinforcing and a maximum opening width of $8\text{'},$ the tributary width to the design strips at the edge of openings is $6$: For this reason, all loads on DS$2$ have been increased by a factor of $6.$

Dead and live roof loads are at service load levels

Out$-$of$-$plane wind load is at strength design level

Assume overall wall design is governed by flexural tension

Assume critical wall section is located mid$-$height between wall supports

Assume governing load combination is $0\mathrm{.}9D\frac{+}{-}1\mathrm{.}0W$

Assume simple supports at base and roof

Space reinforcing at $48"$ o$.$c$.$ or less

Design spacing should be an increment of $8^{\text{'}\text{'}}($i$.$e$,8^{\text{'}\text{'}},{16}^{\text{'}\text{'}},{24}^{\text{'}\text{'}},{32}^{\text{'}\text{'}},$ or ${48}^{\text{'}\text{'}})$

If required, you may place up to two bars per cell

D$.$ Design masonry beams, B$1,$ B$2,$ and B$3.$ The total length of all beams is the clear span plus $8^{\text{'}\text{'}}$ each side. Moments should be calculated based on the center$-$to$-$center distance between the supports $($i$.$e$.,$ clear span plus $4"$ea$.$ side$).$

Design beams for uniformly distributed dead $($including self$-$weight$)$ and live loads only

Include the following simplifying assumptions:

Neglect weak axis bending due to out$-$of$-$plane wind loads

Neglect torsion due to eccentric dead and live loads

Neglect arching action of masonry

Beam depth should be a multiple of $8^{\text{'}\text{'}}($i$.$e$.,8^{\text{'}\text{'}},{16}^{\text{'}\text{'}}$ or ${24}^7)$

Size beam depth such that shear reinforcing is not required

Deliverables:

Cover Sheet with Signature. By signing the cover sheet, you are certifying that all work contained in the project submittal is your own and that you have neither received nor given aid to others.

Calculations, spreadsheets, etc. used to complete the project.

Neatly drawn building elevation showing the location, size, and spacing of all wall reinforcing

Neatly drawn cross$-$sections showing longitudinal reinforcing for all masonry beams