ECE $5413$ SHALLOW AND DEEP FOUNDATION DESIGN

Project Description:

LTU plans to build a new office building on$-$campus. The column layout for part of the building is shown in Figure $1.$ Three cone penetration tests and three exploratory borings have been performed within this part of the building, and the synthesized soil profile and CPT data are shown in Figure $2$ and Figure $3.$ The office building will be supported on $3$ ft deep square footings with design loads range from $150$ kips to $800$ kips and service loads range from $100$ kips to $550$ kips $.$ No ground water level observed from the exploration borings. Using ASD method and the data provided, determine: $1)$ the allowable bearing pressure $q_{A,\text{U}\text{L}\text{S}}$ and $q_{A,SLS}$ for square footing at this site; $2)$ the required dimensions for a square footing that supports a unfactored design load of $500$ kips and service load of $200$ kips ; $3)$ check the shear capacity of this footing using the dimensions from $2)$; and $4)$ determine if the design is safe for a ASD load combination of $P=120$ kips $($axial$)$ and $V=45$ kips $($lateral$).$

Note: Make comments and provide recommendations based on your calculations. All assumptions must be clearly stated and justified in your design. Document your calculations professionally.

Project Deliverables:

Project report: $12$ font size, times new roman, $1\mathrm{.}5$ line spacing, justify aligned. No more than $10$ pages $($excluding cover page, table of content, references, and appendix$).$ Due on November $3,2024$ at midnight. Submit on Canvas in PDF format.

PowerPoint slides. Due on November $8,2024$ at midnight. Submit on Canvas in PDF format

Presentation: November $12,2024$ at $5$:$45$ PM$.15$ mins presentation followed by $5$ mins Q&A session.

Figure $1$: Column layout for part of the office building.

G$.$S$.$

Sand and silty sand

${}^{\text{'}}=32,=120pcf$

Well$-$graded sand with occasional gravels

Sand and silty sand

Figure $2$: Soil profile and properties.

ECE $5413$ SHALLOW AND DEEP FOUNDATION DESIGN

Figure $3$: Cone tip resistance vs$.$ depth