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Hi, I am to provide main (vertical) reinf in an equipment foundation which is octagonal foundation with each side =1574mm. Depth of this fdn is 1.5m out of which 300mm above ground. I am struggling to provide min reinf into this foundation. ACI318 cl 10.9 says that ther should be min reinf =...

Need to know, should i ise the load comb no 5 , 6 & 8 (using omega factors with seismic)as given in cl 14.4.3.2 of asce 7-05 for the overturning/uplift/sliding of the foundations.

I could have included this topic in my previous post but to avoid any mix up i have created a new one. Need to design anchor bolts as per the load comb given in ASCE-7. Section 8.5b of Seismic provisions (2005) says anchor bolt of column bases should be designed for the summation of ...

Hi, I am to design a shear key for a steel column of a braced bay in a pipe rack. Since there is a significant amount of shear at column base which is difficult to be borne by anchor bolts ,shear key has been envisaged. My problem is where ever i seen calculation for the design of a typical...

I am using ACI318 05 code for the very first time. Just wanted to know if this code is for limit state design only and not for allowable strength design, as load combination given in code (chapter 9 & Appendix c)are only the factored one. Thanks

Hi, Any thoughts on design of bracing member in (high)seismic zone. AISC seismic provision (2005) restrict slenderness of V, inverted V bracings to 4*sqrt(E/f)for OCBF. Is this not applicable to cross bracings. My understanding is, we can design bracing members as 'tension only' only if they are...

Hi, Is there any document or code which talks about the minimum temperature resisted by the concrete of different grades. We are using this concretre (cube strength 40n/mm2) for cryogenic spillage and to design the insulation for the same i need minimum temp which can be sustained by this...

I am designing an underground tank with dim 10x15x5m deep. With normal soil loading (using triangular distribution) i used Moody chart for short wall (5x10) with three edges fixed. At the same time i modelled this tank in STAAD with FEM mesh size of 0.5x0.5x0.4m thk. My problem is, the moments...

I have seen in few threads that J type anchor bolts are not recommended for high tensile forces. Would appreciate if anybody can tell me the exact clause no of ACI or AISC where such recommendation has been given.

hi, I am working on this 40m x 20m x 15m deep concrete seawater intake structure in south America. Being new to this kind of structures,i need some suggestion on the temporary work requirement. One of the contractors has suggesten in his quotation that since sheet pile is not that common in...

Hi, I am designing a workshop building which his 24m wide x 66m long x 18m high. It has got a crane at 11m level having a cap of 30T. I have braced frame in long dir and moment frame in transv dir. Now i am getting huge moment in trans dir due to wind. Although i have considered 50% cap of...

Hi, I would appreciate if somebody can suggest a reference where min temp sustained by A36 structural steel has been given.

hi, I have client's specification for a structure to performe in case of OBE and SSE level earthquake, which is as follows: EQ type Str. behaviour Damage OBE Post-elastic Minor deformations, repairable SSE Post-elastic Severely deformed,no collapse,not operational For...

I am looking for an excel sheet for the design of spread footing subjected to biaxial moment. So if you can passon the information or a link for the same. I also wish to calculate %area of the foundation which is out of contact with the soil.

Hi, I was checking cl 12.4.2.3 for seismic load combinations, in which 0.2Sds is used to account for the seismic load in vertical direction. For rest of the horizontal seismic loads , one can use 100% in X dir and 30% in Z dir (seismic design cat D). What if 100% is in the vertical direction...

Hi, I am designing a steel rack for very high seismic zone in South America. For seismic design of steel structure i am using responce reduction factor R as 3.25 (ASCE-7), means i am designing my structure for a less seismic load taken into account it's ability to entre into post elastic mode...