This program calculate data of beam, col and slab for ramp. It creates CSV file that can be used in sap2k or any FE package. It requires gnuoctave/matlab to work. You can download it from here:
spiral.m = calculate and plot ramp in octave/matlab
beams.m = calculate data of beam for ramp to be used in FE
cols.m = calculate data of columns for ramp to be used in FE
slabs.m = calculate data of triangular slab for ramp to be used in FE
Circle plot requires x = r*sin(t) and y = r*cos(t) where t increments from 0 to any given radians. If we increment z from 0 to given height h with some increment, and plot with x and y of a circle, we will get a 3D spiral curve. Two such spiral curve can be used to calculate data point for ramp. Below is the sample code. You can run this by copy and paste directly in gnu octave or matlab or create script out of it.
Spiral Ramp Code
By using, beams, cols and slabs script function, csv data will be created that can be formatted as per any finite element code. Here I formatted it for sap2K.
A spreadsheet with sample sap2k format is attached with this code. Below is video tutorial explaining usage of this code:
Following points are helpful to provide construction joint in RC Slab, Beam and Raft Foundation:
Construction joint shall be provided preferably at a location where stress are zero.
Construction joint is provided at one-third or end of support.
Also provide key and rebar to transfer shear stress if shear stress is not zero at point of construction joint.
Provide construction joints as minimum as possible.
Construction joint shall not be left on discretion of contractor. It must be approved by designer.
Construction joints are placed at the end of a day’s work. In slabs, they may be designed to permit movement and/or to transfer load. Often in reinforced concrete a conscious effort is made to clean the joint and bond the next day’s work..
The number of construction joints in concrete structures should be minimized. If construction joints are necessary to facilitate construction, it is normally aligned perpendicular to the direction of the member. For beams and slabs, construction joints are preferably located at about one-third of the span length. The choice of this location is based on the consideration of low bending moment anticipated with relatively low shear force. However, location of one-third span is not applicable to simply supported beams and slabs because this location is expected to have considerable shear forces and bending moment when subjected to design loads. Sometimes, engineers may tend to select the end supports as locations for construction joints just to simplify construction. .
Construction joint is not preferred at midspan. When formwork removed from construction pours (delay in next pouring) and the beam (or slab) has had to cantilever from the previous support to the new construction joint. Also, joints at midspan do not typically work for post-tensioned construction. you need to accommodate anchorages and at approx 1/3 span works best. .
You need to provide a joint with key and rebars crossing the joint. In raft footing, at construction joint, shear force may not be minimum/zero. Hence you will have to leave dowels from one pour to another pour to transfer shear. You may calculate area of reinforcement required based on permissible shear stress as 0.45 fy. .
You can have your opinion and suggestion in comment box below.
A static load is time independent. It’s value is constant w.r.t time.
A dynamic load is time dependent and for which inertial effects cannot be ignored.
A quasi-static/pseudo-static load is time dependent but is “slow” enough such that inertial effects can be ignored. Note that a load quasi-static for a given structure (made of some material) may not be quasi-static for another structure (made of a different material).
In pseudo-dynamic loading, inertia and damping properties are simulated while stiffness properties are acquired from the structure. It is displacement based load given to structure in pseudodynamic (PSD) test. The pseudodynamic (PSD) test method is a displacement-based experimental technique that is used to simulate the seismic response of structures. PSD utilizes feedback signals from a test structure in a numerical integration algorithm to sequentially solve the equations of motion to determine command displacements. The command displacements are imposed on a test structure using hydraulic actuators.