Project 4 - Pre cast concrete 10 storey Building design
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The document provides details of the structural design of Hotel Louisiana. It includes calculations for loads, modeling in Risa software, slab design, beams and stirrups, reinforcement bars, columns, and checking for deflection and drift. Key aspects of the design are loads were assumed for one wind direction, floors were designed similarly, and beams, columns, and reinforcement sizing were determined using equations accounting for loads and code requirements. The design was checked against code limits for deflection, drift, and other factors and found to meet ACI standards.
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1. The document discusses methods for calculating the maximum moment at a section C due to moving concentrated loads on a beam.
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3. The criteria for maximum moment is derived as W1/a = W2/b, where W1 and W2 are loads on either side of C and a and b are their distances from C.
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油
1) The document provides information about a structural analysis problem involving finding reactions and member forces in a truss structure.
2) Several steps of the solution are shown, finding the reactions RH2=29.2 kN (left), RV2=8.76 kN (up), and member forces A=102.8 kN, B=352 kN, C=502 kN, D=502 kN.
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This document contains several engineering projects completed by Ron Gilmore for his DT350 portfolio including:
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2) A differential leveling project where elevations between points were established using instrument heights, backsight readings, and rod readings.
3) A traverse project that involved collecting angle and distance measurements to establish coordinates of survey points.
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This technical drawing depicts a knight figure with labeled dimensions for its major axis of 13 units, minor axis of 10 units, and an orientation angle of 90 degrees between the two axes. The drawing also contains title blocks identifying the author, date, scale, file information and technical college program.2016 optimisation of front wing ground clearance - ppt slides
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The document discusses the optimization of a wing design for increased ground clearance and front downforce. It outlines using computational fluid dynamics (CFD) to evaluate different flap angles and ground clearances through a design of experiments approach. Initial 2D CFD identified a 20 degree flap angle and 110mm ground clearance. Further 3D CFD optimization iteratively improved the design, resulting in a 30 degree flap angle and 70mm ground clearance, which increased downforce by 30% over the initial design.any angle lower plate-Layout1
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This technical drawing shows dimensions for a lower plate of an any angle tool vice. It includes labeled dimensions for holes, radii, angles, and features of the plate. The drawing title identifies it as the lower plate of an any angle tool vice, and it was drawn by C.J. Ingram for Central Carolina Technical College's Engineering Graphics Technology program.Rotations
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This document contains calculations for wind loading on a steel lighting column according to EN 40-3-1:2013. It provides geometric data for 8 sections of the column and calculates the wind pressure, speed, and horizontal force on each section. The calculations are based on assumptions about topography, material properties, and the mass of the structure. Key parameters like exposure coefficient, characteristic wind pressure, and shape coefficient are determined for wind load analysis.003 - CMS KG
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The document contains a series of numbers and letters that appear to be codes for structural engineering drawings. There are four sections with descriptions for a basement plan, underpin sections, and construction sequences for typical underpin sections by Fidel Karim.Worked examples - Wind webinar to AS1170.2 - ClearCalcs
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1. The document provides wind load calculations for a building project based on AS1170.2 standards.
2. Key inputs include a regional wind speed of 45m/s, building dimensions of 14m x 10m x 6m height, gable roof with 30 degree pitch, and terrain category of numerous closely spaced obstructions.
3. Wind loads are calculated for multiple building surfaces and directions including design ultimate and serviceability wind speeds and internal/external wind pressures.R W V23
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油
This document appears to be output from structural analysis software showing load values over time for various structural elements labeled A25 through A33. The load values range from -500 to 500 kilonewtons per meter and were generated on October 18, 2015 using ETABS 2015 software for an elevation view of the structural model.10.01.03.083
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油
Shear Force Diagram is a graphical representation of shear force (V) along the length of a beam subjected to external loads. It is an analytical tool used in structural design to determine member type, size, and material. There are two methods for constructing SFDs - basic and integration. The basic method involves determining support reactions, sectioning the beam, drawing free body diagrams, and calculating shear and moment as a function of position along the beam. SFDs can be used to find maximum shear values, bending moment diagrams, and deflection of beams under different loading conditions such as concentrated, uniform, and variable loads as demonstrated in the examples.CSI ETABS & SAFE MANUAL: Slab Analysis and Design to EC2
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ABSTRACT
Ferrocement addition in cement mortar or concrete increases the performance of material. The present paper describes the results of testing flat ferrocement panels reinforced with different number of wire mesh layers. The main objective of these experimental tests is to study the effect of using different numbers of wire mesh layers on the flexural strength of flat ferrocement panels and to compare the effect of varying the number of wire mesh layers on the ductility and the ultimate strength of these types of ferrocement structures.
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LOAD CALCULATION AND FORMULAProject 4 - Pre cast concrete 10 storey Building design
- 1. Dinesha , German, Victor, Suganeya HOTEL LOUISIANA
- 2. Design Procedure Loads Risa Slab Beams Strirrup Columns Deflection and drift
- 3. Buildings Front Frame Building overview
- 4. Buildings Side Frame Building overview
- 5. Design Assumptions Fs = 2/3fy All the floors behave the same Analyzed only B1, B2, B3, G2, G3, G5, and G6 Wind load was assumed to be only in one direction Columns came to different size than assumed.
- 8. Design loads on Risa software
- 9. Calculations done by RISA Software
- 10. Slab Calculations Our different calculations for slab were for: Top floor (Roof) Mid floors The following figure are the moment coefficients for service moment calculations for the slabs.
- 11. Slab Design
- 13. Moment Diagram
- 15. Reinforcement Bars Equations used 1.2D + 1.6L 1.2D + 1W + 1L + 0.5S 0.9D + 1W 1.4D Beams/Girders Selected Moment (k.ft) ROOF 5TH FLOOR GROUND FLOOR B-1 225 377 428 B-3 374 505 583 G-1 291 382 385 G-2 261 378 376 G-5 498 658 568 G-6 429 561 560 B-2 562 604 604
- 16. Reinforcement Bars #8 and #10 bars are used in our design Beams/Girders Selected Bars ROOF 5TH FLOOR GROUND FLOOR B-1 5 #8 7 #8 8#8 B-3 7 #8 6 #10 7 #10 G-1 6 #8 7 #8 8 #8 G-2 3 #10 7 #8 7 #8 G-5 6 #10 8#10 7 #10 G-6 9 #8 7 #10 7 #10 B-2 7 #10 7#10 7 #10
- 17. Reinforcement Bars Depth of compression block < 7.5in t > 0.005 = Tension controlled Sactual < Smaximum = Minimized cracking
- 19. Shear forces
- 21. Stirrups Bars used was either #3 or #4 Spacing varied by beam Shear forces obtained from Risa Math cad made it simple to find spacing Stirrups spacing for Hotel Stirrups for G-5 and G-6 Member Vu (kips) Vn required Vn actual max spacing Spacing Stirrups top floor51 (G5) 10th 76 101.333 102.89 11 10 #4@10 top floor52 (G6) 10th 59 78.667 79.295 11 10 #3@10 mid floor71 (G5) 5th 62 82.667 86.597 11 8 #3@8 mid floor72 (G6) 5th 64 85.333 86.597 11 8 #3@8 bottom floor 91 (G5) 66.341 88.455 91.812 11 7 #3@7 bottom floor 92 (G6) 67.85 90.467 91.812 11 7 #3@7
- 22. Math Cad Calculation sample An example of how stirrups were found.
- 23. Columns
- 24. Axial force
- 25. Moments
- 28. Columns Design
- 31. Beam Deflection We did not calculate deflection Because we meet ACI requirements for beams If we plug our values in table 9.3.1.1 we are ok according to the code. Maximum deflection limitation from ACI code : l/360 = 1.13 inch Deflection of Hotel Louisiana = 0.36 inch
- 32. Drift Same goes for drift, we found Maximum drift limitation from ACI code : h/400 = 3.795 inch Max Drift of Hotel Louisiana = 1.1 inch
- 33. Maximum drift limitation from ACI code : h/400 = 3.795 inch Max Drift of Hotel Louisiana = 1.1 inch
- 34. Conclussion Hotel Louisiana meets ACI requirements. Could have gone more cost effective design.
- 35. Thank you!
- 36. Questions?