miguelandrade
Mechanical
- Mar 28, 2013
- 26
Hello,
I am working on the design of a multiple-leaf (two rows, five leafs each row) vertical lift gate used as an emergency gate in case of floods to protect an hydroeletric station on the oulet works of a embankment dam. The gate is 11000mm width, 7500mm high. Leaf dimensions 5500x400x1500mm. I am a beginner on steel structural desing.
I have read ETL 1110-2-584, chap 1-7 and App E, G, and some of C. AISC Structural Construction Manual 13th ed. chap. 3. ANSI/AISC 360-10, Sections A, B, C, F. I am using LRFD method with 1.6 load factor for hydrostatic loads, and 1.2 for earthquakes loads (I'm in Manta, Ecuador, 5 months ago we just experienced the power of such nature's force). I am about to read EM 1110-2-2610 to design the mechanical and electrical devices, and EM 1110-2-3200 to design the wire system. What else do I need to read? Before the earthquake I woulded have designed using just text books (Singer, Timoshenko, Norton, Hibbeler, McCormac), now I understand the importance of standars, specifications, codes, etc.
If i am using a 2D simplification analysis method, how do I take into account the self weith D and gravity loads G since they are on different planes from the hidrostatic HS and earthquake E loads? By using combinated loads anlysis as described in Sec. H AISC360? or can I just neglect D and G and analyze HS and E first as described in Sec. F AISC360, and then make an independent analisys on the plane which contains D and G and chek if the secction designed previously can handle them.
The section designed to resist HS and E is composed of 3 horizontal girders and a skin plate. Skin plate thickness is first obtained using Roark's formulas for Stress and Strain 7th ed. Chap. 11 Flat plates, straight boundaries four edges fixed, with a safaty factor of 2. And then the girders thickness is obtained by a flexural analysis as described in Sec. F AISC360. Performance factor and resistance factor are both taken as 0.9
I can't identify from the Plates of any document what the 'intercostals' are, are they just 'vertical girders'? If they are, I had used two pairs of them; but not to support HS and E, but to transfer the hoist load from vertical diafragms, to the horizontal girders and skin plate.
I haven cheked yet for any of lateral torsional buckling, local buckling, sheer and deflection. Is there any rule of thumb for them until further details are required by the owner of the project?
Any advice from someone with experience on this kind of project is appreciated. I am junior mechanical engineer.
Thanks a lot
I am working on the design of a multiple-leaf (two rows, five leafs each row) vertical lift gate used as an emergency gate in case of floods to protect an hydroeletric station on the oulet works of a embankment dam. The gate is 11000mm width, 7500mm high. Leaf dimensions 5500x400x1500mm. I am a beginner on steel structural desing.
I have read ETL 1110-2-584, chap 1-7 and App E, G, and some of C. AISC Structural Construction Manual 13th ed. chap. 3. ANSI/AISC 360-10, Sections A, B, C, F. I am using LRFD method with 1.6 load factor for hydrostatic loads, and 1.2 for earthquakes loads (I'm in Manta, Ecuador, 5 months ago we just experienced the power of such nature's force). I am about to read EM 1110-2-2610 to design the mechanical and electrical devices, and EM 1110-2-3200 to design the wire system. What else do I need to read? Before the earthquake I woulded have designed using just text books (Singer, Timoshenko, Norton, Hibbeler, McCormac), now I understand the importance of standars, specifications, codes, etc.
If i am using a 2D simplification analysis method, how do I take into account the self weith D and gravity loads G since they are on different planes from the hidrostatic HS and earthquake E loads? By using combinated loads anlysis as described in Sec. H AISC360? or can I just neglect D and G and analyze HS and E first as described in Sec. F AISC360, and then make an independent analisys on the plane which contains D and G and chek if the secction designed previously can handle them.
The section designed to resist HS and E is composed of 3 horizontal girders and a skin plate. Skin plate thickness is first obtained using Roark's formulas for Stress and Strain 7th ed. Chap. 11 Flat plates, straight boundaries four edges fixed, with a safaty factor of 2. And then the girders thickness is obtained by a flexural analysis as described in Sec. F AISC360. Performance factor and resistance factor are both taken as 0.9
I can't identify from the Plates of any document what the 'intercostals' are, are they just 'vertical girders'? If they are, I had used two pairs of them; but not to support HS and E, but to transfer the hoist load from vertical diafragms, to the horizontal girders and skin plate.
I haven cheked yet for any of lateral torsional buckling, local buckling, sheer and deflection. Is there any rule of thumb for them until further details are required by the owner of the project?
Any advice from someone with experience on this kind of project is appreciated. I am junior mechanical engineer.
Thanks a lot
