PDA Application of Single-Use Systems in Pharmaceutical Manufacturing Technical Report Team. Authors Robert Repetto, MS, MBA, Team Co-Chair, Pfizer. I dont know if you have access to it, but the Concrete Society Suppliment to Technical report number 34 'Concrete Industrial Ground Floors - Specification and Control of surface regularity of free movement areas' is an excellent resource. There are three different qualities of flooring dealt with. The best quality is FM1 (which the report suggests will only be obtained by specialist flooring contractors using specilaist techniques) to FM3 which is a lesser specification. The report suggests that FM3 will be suitable for wide aisle warehouses where reach trucks are used and where stacking height will not exceed 8m OR for manufacturing facilities. Taken rom the report:- Max vertical deviation over 0.6m width=2.5mm (quality FM1) =3.5mm (quality FM2) =5.0mm (quality FM3) Difference in level of adjacent points on a 3m grid =3.0mm (quality FM1) =6.0mm (quality FM2) =8.0mm (quality FM3) I hope this helps. VB RE: Industrial Floor Slab (Civil/Environmental). Ironmon, thanks for the info - I think 35/25 could be appropriate as it is a factory, there is no racking system and I do not see that the functionality is affected by some variance in the floor level. Is there a way to express 35/25 standard as a general +/- tolerance for the floor slab as a whole and a lesser variance under a 3.0m straight edge. Valleyboy, I have just made an order for a copy of the Technical Report you recommend - 115GBP - not cheap. Is there a further value for the overall difference in level across the entire floor slab, perhaps +/- 25mm for example. RE: Industrial Floor Slab (Structural) 18 Aug 06 11:54. See ACI 302.1R Guide for Concrete Foor and Slab Construction. Jcm 2000 head. Section 8.15 of the 96 edition covers floor flatness and levelness. It references ACI-117 quite a bit. FF is the flatness number. It controls local surface bumpiness by limiting the magnitude of successive 1 ft slope changes. FL is the levelness number. It controls the local conformance to design grade over distances of 10 ft. As previously mentioned: 35/25 is typical for thin set flooring or warehouse floor with moderate/heavy traffic. 45/35 is typical for warehouse with air pallet use, ice rinks, etc. 25/20 is for carpeted areas of commerical office buildings. 20/15 is typical for mechanical rooms, parking structures etc. RE: Industrial Floor Slab (Civil/Environmental). I was making a spreadsheet with the guidance of tr34 and i'm in doubt about the calculations considering unreinforced slab. If the slab is unreinforced the Mp (ultimate positive resistance) takes the value of 0 in the equations of P? The member Once20036 already asked this question in 2013 but no answers was found:) I have in hands some calculation made by a well-know software using TR34 and he consider the Mp equal to Mn (unreinforced concrete), but if so, with some reinforcement the value of Mp will decrease and not increase the resistance. This sound like is something wrong. Some help needed please! English is not my first language. Regards, • RE: Tr-34 Ground slab Design (Structural). With respect to the assignment of non-zero bending capacity to unreinforced concrete: If you add a small amount of flexural steel and use reinforced design methodology (which assumes cracked concrete), then yes, the calculated strength could be lower than for uncracked/unreinforced analysis since your moment of inertial drops sharply. The same thing can happen in unreinforced versus reinforced masonry design. I hope that made sense. That was a poorly written sentence. Edit: Just to add a bit. Reinforced design methodology basically assumes that the concrete has zero bending capacity (at least once the applied moment exceeds the cracking moment Mc of the concrete). The concrete acts only in compression and only that portion of concrete in the compression zone above the neutral axis is considered in the moment of inertial calculation. Unreinforced methodology assumes an uncracked prism of concrete. The presence of any bending steel in the concrete is disregarded since it cannot become active until the concrete cracks. In this case the full dimension of the concrete prism is considered in the moment of inertial calculation for bending capacity. RE: Tr-34 Ground slab Design (Structural) 20 Sep 18 16:43. It makes sense to me. A large cross section of concrete, even with a very low tension capacity, i.e. The modulus of rupture, usually equal to.24sgrt(f'c), reduced for a factor of safety, will still have a greater total tension capacity than a very small area of reinforcing steel by itself after the concrete cracks and has zero tension capacity. So if the tension stress in the unreinforced concrete is enough to cause it to crack, the bending capacity pretty much drops to zero. RE: Tr-34 Ground slab Design (Structural) 20 Sep 18 17:44. It looks like TR34 presents a method for considering the effect of steel fiber on bending capacity. For most structural applications, plain concrete reinforced with steel fibers would still be considered unreinforced. However, for the purposes of slab design, TR34 considers this concrete to be reinforced and appears to use an empirical method to account for this effect. This figure shows that there is some non-zero capacity beyond cracking for steel fibers.
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