The solution depends on over-excavation geometry and soil nature. In a case we got irregular over-excavation in hard rock. We used back fill 24 MPa concrete to reshape to the original foundation level.
We are constructing a project where construction of building cores will proceed prior to construction of connected floor beams and slabs. Bars with couplers shall be provided at the locations of connected reinforcement. The designer said that there is no other precaution to be followed at these...
Dear colleagues, I have found in a software capabilities to perform staged construction. I think that what I am looking for. I shall check the results and inform you back.
BA, thank you for sharing your valuable thoughts. The mix is 65 MPa. I have checked the beam for 40 MPa which can be easily reached after two weeks. The resulting deflection (for the cracked condition) equals 35mm, which is not that much for such span. The primary camber shall be around 60mm. If...
BA and Ron, if we make re-shoring at third point, the reaction on each re-shoring point is around 5000 KN from the weight of the beams and the connected two floors, or 3000 KN from the beam alone. What shoring can support such huge weight? Still not clear to me what is wrong with our approach...
JacksPanic, It is a transfer beam supporting multi-story columns over a tunnel. Actually the final load on the beam is much higher than its
Ron, I have added top reinforcement at each cast, working as a compression steel and provide continuity with columns. Actually top bars of the original beam...
It is a very huge beam (kindly see attachment). Horizontal shear is a good point. I wonder if the bending stresses at the final section shall be affected by such construction sequence. The initial 2.0m depth shall carry the rest of the beam till it gets its...
We are preparing a method statement for pouring of a huge beam 3.0 (width)x 5.90 (Depth) X 21.0m (Span). The beam shall be poured in stages, each with depth around 1.50m. We are preparing to pour the first bottom 2.0m with the required formwork to support its weight. Then, this beam shall work...
BA, hinged-roller frame is unstable, I agree if the roller is free to move horizontally, but in attachment to my first post, the roller is free to move vertically only, same concept as 3-hinged frame, but the advantage you got clear the reaction on ring beam . In a final analysis, the whole...
Add a fixation degree of freedom to the pinned joint, and solve. If the resulting moment below cracking torsion, check ring beam torsional capacity for this moment. If it is higher, check for cracking torsion value.
In the previous post attachment, I assume this frame as a component. The opposite frame which has another wind loading,for example, is the other component.
As per ACI318 -clause 11.5.2.2, you may limit fixation at ring beam to the compatibility torsion value of its section. You may choose the...
Each segment can be analyzed as hinged-roller frame, and it is a stable system. The ring cannot either resist moment or vertical shear (no vertical support). The tapering shall reduce the connecting moments. In addition, little torsional cracks in the ring beam shall insure the hinge assumption...
