Protadetails 2018 Manual

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How to Draw Form Plans General Form Plans can be drawn for different scenarios. Unlimited numbers of form plans can be generated with different display options on the same or different drawings.

Navigation • Structure treeview context menu >> Storeys >> Select Select any storey >> Right click >> Draw plan view • Model Details dropdow dropdown n menu menu >> >> Plan views

Options Show Rebars X Top Top Reba Rebars rs X Bottom Bottom Rebars Rebars Y Top Top Reba Rebars rs Y Bottom Rebars Rebars Slab Hole/Drop Rebars

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Other Options

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Hatch Columns

Creates hatches in columns Checked: All of the similar storeys from the selection set are drawn separately

Draw Similars Separately Display Column Loads

Unchecked: Similar storeys are drawn only once as a typical form plan. Similar storey labels are noted in the storey label under the detail See: How to show column column loads on form plan drawin drawings gs Checked: Creates form plans on a new drawing

Draw On Separate Files

Unchecked: Creates form plans on the current document. In this case a point on the drawing arena must be shown to place details

Insert To Sheet

Generated form plans are inserted on the selected sheets. When this option is checked Sheet combo box will be enabled to pick a sheet for the detail.

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How to show column loads on form plan drawings General Temperature loads, nodal loads, axial loads, shear forces and bending moments of columns can be shown on form plan drawings for the selected load cases and combinations.

Navigation • Draw Details Dialog >> Form Plan Tab >> Display Column Loads checkbox >> Column Loads Button >> Select loads >> Click "OK"

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How to turn on/off the column loads on the drawing once it is generated? From "Layers" Dialog use "Column Aux Text" to switch column load texts on/off. See below image

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See Also: Draw Details Dialog

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Draw Details Dialog General Draw Details Dialog is the entry point to generate the detail drawings for selected stories with selected options. Dialog is composed of 3 parts: 1. Detailing Types ⇒Select the types of the details to be drawn from the left column. 2. Detailing Options ⇒ Select relavant options for each type of detail by highlighting them from the left column 3. Storeys ⇒ Select stories to be generated

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Draw On Separate Files • When checked ⇒ Just click  "OK"  button to generate all the selected drawings. You do not need to pick a point on the arena to insert drawings. They will be inserted at (0,0) coordinates in each generated drawing file • When unchecked ⇒ After clicking  "OK"  button in the Dialog you will need to pick a point on the arena to insert the generated detail drawings

Insert To Sheet • When checked given sheets

⇒

Sheet field in detailing options will be enabled. In this case select a sheet for each different detail type to be produced by navigating to their options. All details will be fit into

• When unchecked ⇒ Details will not be inserted into sheets

See Also: How to draw form plans How to generate detail drawings

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How to show & hide dimensions for BOB General Dimensions of BOBs in beam elevation drawings can be shown depending upon a user setting. This feature enables user to locate and measure the BOB of the rebars inside beam elevation.

Navigation • Settings >> Beam Settings >> Detailing Tab >> Dimensioning Tab

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Below images show the effect of the option

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Option Checked

Option Unchecked

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Editing Rebar Segments You can edit the segments of any existing rebar in ProtaDetails. • Segment lengths can be changed. You can choose to shorten the segment by concrete cover amount or you can explicitly specify a value • New segments can be added using existing boundaries. To edit a rebar: • Select the rebar and choose Right Click > Edit. "Insert Rebar" dialog will open in upper-left corner. • You can add or remove the existing segments by using BACK and FORWARD buttons. • New segments can be added by selecting boundary edges and picking rebar segment side.

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• Click on the BACK button 3 times to delete last 3 segments.You can also use CTRL+Z shortcut. • To draw the segments back, you can use FORWARD button or CTRL+Y shortcut.

• To add new different segments, set the length parameters on "Insert Rebar" dialog. • Pick a different boundary edgeand then pick the side where the rebar segment will be placed.

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• First and last segment lengths can be automatically calculated in accordance with the selected code of practice. Alternatively, you can explicitly set the segment lengths. • You can draw the first and last segments shorter by an amount of concrete cover. • Other segment lengths are automatically calculated using the boundary geometry and the scale factor specified by the user. • Click OK or hit ENTER to finish the operation. The rebar object (which is already previewed during the whole operation) will now be drawn automatically. • To cancel the operation click CANCEL button or just hit ESC. • Further editing on the rebar object can be done using the Rebar Properties window or using the Dynamic Rebar Grips shown on the rebar itself.

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Basic Concept In order to properly analyze a laterally loaded pile foundation in soil/rock, a nonlinear relationship needs to be applied that provides soil resistance as a function of pile deflection. The drawing in Figure 1a shows a cylindrical pile under lateral loading. Unloaded, there is a uniform distribution of unit stresses normal to the wall of the pile as shown in Figure 1b. When the pile deflects a distance of y1 at a depth of z1 , the distribution of stresses looks similar to Figure 1c with a resisting force of p1 : the stresses will have decreased on the backside of the pile and increased on the front, where some unit stresses contain both normal and shearing components as the displaced soil tries to move around the pile.

Figure 1 Unit stress distribution in a la terally loaded pile When it comes to this type of analysis, the main parameter to take from the soil is a reaction modulus. It is defined as the resistance from the soil at a point along the depth of the pile divided by the horizontal deflection of the pile at that point. Pile Designer defines this reaction modulus (K i) using the secant of the p-y curve, as shown in Figure 2. p-y curves are developed at specific depths, indicating the soil reaction modulus is both a function of pile deflection (y) and the depth below the ground surface (z). More information will be given on the p-y curves used in " SOIL MODELS" section.

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Figure 2 Generic p-y curve defining soil reaction modulus (K i) Link to this article Last updated: 8/12/2017 (2018)

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Calculation Method

Governing Differential Equations The differential equation for a beam-column, as derived by Hetenyi (1946), must be solved for implementation of the p-y method. The conventional form of the differential equation is given by equation below: EpIp d4y/dx4 + P x d2y/dx2 + Ki y - W = 0 Where y = lateral deflection of pile EpIp = Bending stiffness of pile Px = Axial load on pile head Ki = Soil reaction modulus based on p-y curves W = Distributed load down some length of the pile

Further formulae needed are given by equations below: a ) EpIp d3 y/dx3 + P x dy/dx = V b) EpIp d2y/dx2 = M c) dy/dx = S Where V = Shear in the pile M = Bending moment of the pile S = Slope of the curve defined by the axis of the pile

Using a spring-mass model in which springs represent material stiffness, numerical techniques can be employed to conduct the load-deflection analysis (Figure 1).

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A moment, shear, axial, and soil movement load are also shown.

Figure 1 Spring mass model used to compute lateral response of loaded pile

Finite Difference Method

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The finite difference form of the differential equation formulates it in numerical terms and allows a solution to be achieved by iteration. This provides the benefit of having the bending stiffness (EpIp) varied down the length of the pile, and the soil reaction (Ki ) varied with pile deflection and depth down the pile, required for the p-y method. With the method used, the pile is discretized into n segments of length h, as shown in Figure 2. Nodes along the pile are separated by these segments, which start from 0 at the pile head to n at the pile toe with two imaginary nodes above and below the pile head and toe, respectively. These imaginary nodes are only used to obtain solutions. The assumption made that the axial load (Px ) is constant with depth is not usually true. However, in most cases the maximum bending moment occurs at a relatively short distance below the ground surface at a point where the constant value, Px , still holds true. The value of Px also has little effect on the deflection and bending moment (aside from cases of buckling) and therefore it is concluded that this assumption is generally valid, especially for relatively small values of Px .

Figure 2 Pile segment discretization into pile elements and soil elements

The imaginary nodes above and below the pile head are used to define boundary conditions. Five different boundary equations have been derived for the pile head: shear (V), moment (M), slope (S), rotational stiffness (M/S), and deflection (Y).

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Since only two equations can be defined at each end of the pile, the engineer has the ability to define the two that best fit the problem. The two boundary conditions that are employed at the toe of the pile are based on moment and shear. The case where there is a moment at the pile toe is uncommon and not currently treated by this procedure. Therefore moment is set to zero at the toe. Assuming information can be developed that will allow the user to define toe shear stress (V) as a function of pile toe deflection (y), the shear can be defined based on this user defined function. Error is involved in using this method when there is a change in bending stiffness down the length of the pile (i.e. tapered or plastic piles): The value of Ep Ip is made to correspond with the central term for y (ym) in Figure 2. This error however, is thought to be small. The assumptions made for lateral loading analysis by solving the differential equation using finite difference method are as follows: 1. The pile is geometrically straight, 2. Eccentric loads are not considered, 3. Transverse deflections of the pile are small, 4. Deflections due to shearing stresses are small. Link to this article Last updated: 8/12/2017 (2018)

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Soil Models Soft Clay Model with Free Water (Matlock 1970) For soft clay model, the following parameters must be entered: a) Undrained shear strength b) Submerged unit weight c) Strain corresponding to one-half the maximum principal stress difference E 50 Some typical values of E50 are given in Table 1 according to undrained shear strength. Table 1 Recommended values for E50 for Normally Consolidated Clays Clay cat egory Average undrained shear strength (kPa) Soft