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CIVE 3007: Geotechnical Engineering
Project 3: Footing slab design (marks: 13%)
Work: Week 6-8
Group project. 2 Students per group.
Submission: 30 Sep 2024, 5:00 PM
A one-story house is to be constructed on a reactive soil site in South Australia. The house plan is presented in Figure 1 below. Design a stiffened raft footing for the house. Use the group-specific site data presented at the end of this document. Repeat the design for the alternative conditions given. Use CORD v9.0 (Walsh method) design software for the project. Also, compare your design with AS2870 Section 3 recommendation (if any). The red arrows in the drawing indicate load-bearing walls.
20 m
Figure 1: Floor plan of the house (Scale: from the dimension given, arrows indicate internal load bearing walls)
Conditions:
- Beam spacing (in general) to be 4m maximum.
- All beams should be 300 mm wide, except for the edge beams of full masonry construction, which need to be 400 mm wide.3. Slab thickness to be 100 mm stiffened raft.
- Use N25 concrete unless otherwise directed.
- Roofs are conventional tiled unless otherwise stated.
- Use 500 MPa (yield strength) steel rebar.
Reinforcing steel bar and mesh areas:
|
Bars |
mm2 per bar |
|
N12
|
113 |
|
N16 |
201 |
|
N20
|
314 |
|
N24
|
452 |
|
Slab mesh type |
mm2 /m |
|
SL72
|
179 |
|
SL82
|
227 |
|
SL92
|
290 |
|
SL102
|
354 |
Please make sure followings are included in your report:
• Final beam layout for the floor plan (whole floor in one diagram with dimensions)
• A sketch to scale of the chosen overlapping rectangles (whole floor in one diagram with dimensions).
• Individual rectangles with beams in longer and shorter direction and internal wall lengths within each rectangle.
• CORD design details - a table of your trials for each design (may include beam depth, top and bottom reinforcement details, how failed – e.g., edge heave or centre heave, short direction or long direction, rectangle number, failed in stiffness requirement etc).
• Critical cases (i.e., rectangle, span, and mound shape) where either flexural strength or stiffness dictates the design.
• Report values of required stiffness as EI per beam and required flexural capacity as moment per beam for the critical cases (additional handouts for more details).
• Interaction diagrams between beam deflection and mound shape in one plot for the critical cases (one for each of the 3 design scenarios).
• Shear forces and moment against distance for the critical cases.
• A short summary of your observations - influence of different design parameter (see last column of the design table/condition for your group).
Reporting:
A short report of professional quality is to be submitted (refer to the feedback form and instructions below). Your report should answer all the questions presented in the feedback sheet. It is up to you to think of and decide on a reporting structure. Some guidelines are given below.
Provide a front page with the title, and student names. Include a short introduction and an executive summary of the findings. Number all pages in your report and provide headings and captions to Figures. Include at the back of your report the short-form output of the final designs from the programs. Make sure these are well presented so that they may be readily examined (i.e. right way up!).
* Important: Keep the copies of your work for this practical e.g., the written parts of the report, CORD files, etc. You may be asked to provide them to show your contribution in the practical
Group-specific site data
|
Group |
Hs(m)
|
Ys(mm)
|
Superstructure type |
Additional design conditions |
|
1
|
3.5
|
48 |
AMV
|
Ys = Ys+ 15 mm Yt= 10 |
|
2
|
3.5
|
50
|
AMV
|
Superstructure MV
Yt= 15
|
|
3
|
4.0
|
50
|
AMV
|
Superstructure MV
Yt= 15 mm
|
|
4
|
4.0
|
60
|
AFM
|
Ys= Ys+ 10 mm
Yt= 10 mm
|
|
5
|
3.5
|
57
|
AMV
|
Ys= Ys+ 10 mm
Yt= 10 mm
|
|
6
|
3.0
|
47
|
AFM
|
Yt = 10 mm and
Hs = Hs +1m
|
|
7
|
2.5
|
45
|
AFM
|
Superstructure FM
Yt= 15
|
|
8
|
4.0
|
40
|
AMV
|
Yt= 10
Hs= Hs+ 1.0 m
|
|
9
|
4.0
|
50
|
AFM
|
Yt= 15
Hs= Hs+ 1 m
|
|
10
|
3.5
|
40
|
AFM
|
Yt= 10 mm
Superstructure MV
|
|
11
|
1.8
|
40
|
FM |
Yt= 15
Hs= Hs + 0.5m
|
TO CLARIFY: Each group will be doing 3 different designs based on the conditions mentioned in the tables above. The first design will be based on the data presented in columns 3 to 5 (i.e., Hs , Ys and superstructure type). The second and third designs will be based on the data presented in columns 3 to 5 and the variations mentioned in column 6.
Example:
|
Group |
Names |
Hs(m) |
Ys(mm) |
Superstructure type |
Additional design conditions |
|
- |
- |
2.8 |
65 |
AMV |
Superstructure MV Yt = 10 |
First design Hs= 2.8, Ys = 65 and structure type AMV
Second design Hs = 2.8, ys = 65 mm and structure type MV
Third design Hs= 2.8, Ys = 65, Yt = 10 mm and structure type AMV