Concrete Shallow Foundation
- 2. Final Report on the Design of a Fire Testing & Research Facility Lakehead University, Thunder Bay, Ontario 121 Column Concrete Foundation The Foundation analysis is based upon supporting a W360x51 column with loads of Mf=23.5kNm and Axial Load of 200kN. As a note before reviewing the analysis the pedestal and footing dimension in this analysis have often been resisted by dimension as a possess to loads; for example, the pedestal is restricted to greater than 450x450 to support a base plate from the W360x51 Column. fc ’ = 25MPa (Same as concrete tower, recommend ordering with the concrete for the tower) Fy= 400MPa amax= 20mm Depth 2.4m is frost depth with heated floor = 0.65 Cl 8.4.2 Pf= 199kN 200kN = 1 Cl 8.6.5(a) Mf= 23.5kN pp= 0.015 starting Reinforcment Pedistal 1) Design of Pedestal The Width of pedestal is based upon supporting the Steel Column and Base Plate. The preliminary base plate design was 450x450, so to support the Plate Pedestal and allow for some revision in plate design the pedestal will be 500x500. Is the Pedestal Actually a Pedestal or Small Column for design? Cl 2.2 Therefore the pedestal will be designed as a small Column. Check Bearing from Plate to Concrete Cl 10.8.1 Table 7.1.1 To Verify Preliminary Sizing of 500x500
- 3. Final Report on the Design of a Fire Testing & Research Facility Lakehead University, Thunder Bay, Ontario 122 The Minimum Column Size is 250x250. The size 500x500 is adquete and required due to Steel Base Plate. Range of Reinforcement Permitted Min Reinforcement Cl 10.9.1 Max Reinforcement Cl 10.9.2 As a result reinforcement ration needs to be in Cover is Determine as Concrete cover is 75mm (permanently exposed to earth) Spacing Between Centerline of Vert Bars, Use 25m Vert. 10M Ties Column Interaction Diagram Table 7.4.1 Reinforcement On Each Face Interaction Diagram Falls Under . The significance of this is that the concrete is will be sufficient to carry the Load. This is the expected out come as the Column Size double the min sizing. Though the reinforcement Ration Can be decreased to 0.01 the prelimary 0.015 will be retained as it allows for even reinforcement. Area of Steel Required And Number of Bars Ar Rounded up from 5 bars to 8 to allow for even reinforcement. Area of Steel Required Use 8 25 – 3 Bars each Face. Area of Steel Used Is Roughly Equal, but there is less bars to install.
- 4. Final Report on the Design of a Fire Testing & Research Facility Lakehead University, Thunder Bay, Ontario 123 Spacing Between Vert Bars Min Spacing Min Spacing between Vert. Bars is 28mm and is Satisfied. Design Ties Cl 7.6.5 Minimum Tie Diameter Cl 7.6.5.1 Spacing of Ties Cl 7.6.5.2 Spacing 400mm Govern Is additional Lateral Support Required? Cl 7.6.5.5 The Clear Spacing Between bars is 127.5mm < 150mm, .:. No additional lateral Support Required Development Length of Bars if They ever went into Tension Cl 12.2.3 Spacing Above Footing Cl 7.6.5.3 Tie Spacing Above Footing is
- 5. Final Report on the Design of a Fire Testing & Research Facility Lakehead University, Thunder Bay, Ontario 124 Summary: Verti Bars 8 28M ld=900mm Ties 10M @ 400 h=1830 Ties 200 Above Footing Dimension: 500x500 Footing: Spread Footing During the Preliminary Calculations, not shown, it was discovered that most of the footings dimensions were governed by geometry requirements more than loading. Development Length For Horizontal Flexural Reinforcement Dimension of Base to Permit 900mm footing Round Up the Base Dimension to 1200mm Minimum Depth of Footing Cl 15.7 Depth Above bottom of footing Greater than 150mm and cover to be 75mm Soil Pressure and Footing Area qult=480kPa based upon Width of 1.2m and Depth 2.4m Note width of 0.9m qmax=440kPa but 0.9m does not have enough Development length
- 6. Final Report on the Design of a Fire Testing & Research Facility Lakehead University, Thunder Bay, Ontario 125 Soil ULS From Exp. “Lakehead University Geotechnical Investigation Proposed Fire Lab and Services” Table 2A. ULS and SLS Values for SQUARE Footings Factored ULS Bearing Resistance for Square Footings (kPa), with Depth (m) Footing Width (m) 0.6 0.9 1.2 1.5 1.8 2.4 0.6 400 370 360 410 460 520 0.9 320 360 350 390 430 500 1.2 290 330 350 370 410 480 1.5 270 310 330 380 400 470 1.8 260 300 320 360 410 470