Because the cost parameter is just a dollar cost, there aren't any units associated with it. For this takeoff, specify the family and type, the material name, the material volume, and the material cost. In the Material Takeoff dialog, provide a name for the concrete takeoff and click OK to create a new multi-category takeoff. On the View tab, select Schedules > Material Takeoff. We'll need to create a multi-category schedule in order to account for all the concrete needed. When you look at the section, notice that concrete is used for the basement wall, floor, and footing. In this example, we'll create a material takeoff for the concrete in the project and provide an estimated cost based on the material. If you want to know how much concrete to order, the material takeoff will need to quantify the material volume across multiple categories of objects, including floors, walls, foundations, and so on. For example, if you want to know the amount of carpet needed on a project, the material takeoff schedule will need to quantify the material area of just the floors in the model. The rebars (5) will have a total length of 4.50 m instead of 4.33, with span length equal to 3.82 rather than 3.86 and their hooks will be 0.40 long instead of 0.30.ДЇor further details into the quantity take-off matter but also for all the various matters discussed, it is advisable to study the corresponding printed book.When you create a material takeoff in Revit, you need to first decide the information you want to report. The rebars (3) will have a total length of 4.50 m instead of 4.37, with a span length equal to 3.87 rather than 3.91 and their hooks will be 0.38 long instead of 0.30.Д¬onsequently the reinforcement bars (4) will have a total length equal to 3.50 m rather than 3.48, with span length 3.09 instead of 3.13 and their hooks will be 0.23 long rather than 0.20. This is the reason why the bars length must be shortened by 40 mm, however, the hooks may become larger so as to achieve the required final length (hooks must not extend outside the concreteвЂ™s mass and must abide by the necessary beamвЂ™s cover thickness).

The lower and upper rebars of the beam are affected by the constructional deviation. The constructional deviation does not affect the support rebars (1) and (2), which will be formed with a total length equal to 1.50 m instead of 1.39 (where the last length will become 1.27 rather than 1.16). In the example of the simply supported beam in В§ 3.4.1 the beam is 4.00 m long and therefore, the total length may vary between 3.96 m and 4.04 m. The rest of the rebars have a limitation and cannot be standardized therefore, the bars (4) and (7) will be formed with a length equal to 4.89 rather than 4.93. The rebars (5) will be 3.00 m long instead of 2.78 (where the last length will become 2.65 instead of 2.43)

The rebars (2) will be formed with a length equal to 4.50 rather than 4.33. The rebars (1) must have a length of 5.50 m instead of 5.52 m due to a minor difference (where the left upper horizontal part of the bent-up rebar becomes 0.72 m instead of 0.73 m and the right upper horizontal part becomes 0.181 m instead of 0.182 m ). The effect of вЂstandardized cutвЂ™ upon the optimization: For the same reason the vertical bars (4) and (7) must be formed with a length equal to 4.89 m rather than 4.93 m. Rebars (3) are the only ones that have limitation and since they do not have a margin either to the left or to the right, they must be formed with a length equal of 5.54 m instead of 5.58 m. The constructional deviation of the two slabs does not affect the majority of the rebarsвЂ™ lengths because it is possible for the latter to move to the adjacent slabs. The effect of вЂconstructional deviationвЂ™ upon the optimization: The same logic applies to rebars (5) as well, which will be cut to a length equal to l5=4.29 m rather than 4.33 m. Consequently, the rebars (2) must be cut to a length of l2=4.29 m instead of 4.33 m. In this case, it is not possible to cut the rebar to a length either shorter (than 4.25 m) or longer (than 4.50 m) and therefore the optimization regards only the constructional deviation. The standardized cut length is 4.25 m or 4.50 m. In order to avoid such a case and have the proper cover depth, the lower rebars must be formed with a length equal to 4.33-0.02-0.02=4.29 m. Rebars are critically affected when the slipping of the slabвЂ™s ends happens towards the inside. In both ends of the slab, the side formwork might slip to the left or to the right around 20 mm therefore, in the two worst cases, the slabвЂ™s span length may take a value between 4.40-0.02-0.02=4.36 m and 4.40+0.02+0.02=4.44 m. In the example of the one-way slab in В§3.5.1 the total slab length was 4.40 m and the length of the lower rebars was 4.33 m.

Concrete quantity takeoff example