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  • Users: civeng80
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  1. civeng80

    I have a large canopy structure whi

    I have a large canopy structure which are two end portal frames 25m wide and a mid rafter supported on girders which are in turn carried by the two end portal columns. I have modeled the structure in microstran for cases of 1. Self weight, 2. imposed Dead Load 3. Live load (amongst other wind...
  2. civeng80

    Diagonal Reinforcement bars for Shear Walls

    I'm wondering if anyone ever uses diagonal reinforcement bars in shear walls (simply designed as cross bracing without concrete) and if so how they are anchored to the panel foundation.
  3. civeng80

    Tilt Up Panel Computations (Green Book Method)

    I'm in the process of preparing a spreadsheet on concrete tilt panel computations. I wonder if anyone has information and examples on the Green Book (iterative) method of Design. I have an Australian reference text and it is Reinforced Concrete The Designers Handbook by Beletich, Hymas, Reid...
  4. civeng80

    microstran V8

    Im using microstran v8 for designing a portal frame. The steel connections part under design is faded and so is inactive. Does anynoe konw how to activate so that connections can be designed by the program ?
  5. civeng80

    Calculator Input

    My old canon calculator I've had for 21 years finally gave up the ghost. Ive been trying my son's canon calculator but dont like the input method, e.g. sin, cos, square root before number input i.e. operation done as you would write it on paper. They all seem to be like this nowadays. I think...
  6. civeng80

    Deflection of Timber Floor Joist

    I designed floor joists for a commercial office. Joists span 6m but most are supported on interior walls, but I designed the joists for a simple span of 6m, so all are same size. Joist are now installed, but I feel great support on supported joists and not as good but OK support on free...
  7. civeng80

    Failure of Highly eccentric footing

    On a cohesive soil such as a clay the strip footing fails by shear on the shear plane. Safe bearing capacity found from field measurement of undrained cohesion and then Terzaghi’s equations or multiply Cu by 2 say. Now we have a highly eccentric strip footing where most of the pressure is on...
  8. civeng80

    Sawcuts in Stiffened RC slabs

    I wonder if sawcuts are used or permitted in reinforced concrete slabs with stiffening beams. Reason Im asking is that part of my slab on ground is floating slab i.e. no stiffening beams so sawcuts are to be used and a part is stiffened to allow for extra load, but then can I space the sawcuts...
  9. civeng80

    Cleats with slotted Holes

    I’ve been thinking about this for quite a while. In connections with slotted holes in cleats and snug tight bolts, how successfully does the joint slip to accommodate steel expansion and deflections and any unwanted moments ?
  10. civeng80

    Roof Beam to Tilt up panel Connection

    This is a roof beam to tilt up concrete panel connection that I am proposing on a job. I thought this was a fairly typical connection detail at least in Australia. Comments from checking engineers are that it will not act as a pin connection (even though it is designed as a pinned connection)...
  11. civeng80

    setting a theodolite adjacent to a wall or fence

    Im doing some setting out work and need to setup a theodolite about 100mm from a concrete wall and/or fence line. I dont want to do an offset measurement. Does anyone have a suggestion on how to do it without offsetting?
  12. civeng80

    Geotechnical library

    I have the classical textbooks on soil mechanics such as T & P SMIEP, Lambe & Whitman Soil Mechanics, Bowles Foundation Analysis and Design (which is great for me) Tschebotarioff which I hardly ever used since University days. I just expanded with Coduto Foundation Design Principles nad...
  13. civeng80

    Rotation of a Pad Footing

    Im wondering if anyone has a paper on rotation of a pad footing with e>B/6 i.e. part of footing is detached from the soil. I know that Bowles (5th edition) has an article on rotation of a pad footing but it assumes the base has full contact with the ground.
  14. civeng80

    Footing on top of existing

    Ive been working on a project with little nasty surprises along the way. A retaining wall on a boundary with its footing. I would welcome comments on the detail attached. Soil properties stiff to very stiff qallow = 300kPa at least. Footing of retaining wall competant (not sure of reinforcement).
  15. civeng80

    Foundations on Boundaries

    Most designs that I do now have got walls built on the boundary with existing footings in line with boundary. They require the new foundation to be built immediately adjacent to the existing footing and wall. I'm wondering if there is any good foundation book that has a topic or chapter on this.
  16. civeng80

    Shear Walls with openings

    Im portalizing the panels in the sketch by site welding plates in the joints. Any ideas on how to work out reinforcement so that the frame can be a shear wall resisting the horizontal load ?
  17. civeng80

    Capacity of a bored pier in clay

    Im designing a tilt panel building and looking at using bored piers with or without strip footings. Im using Bowles Foundation analysis and design (5th edition) as a reference text and have come up with the computations in the sheet attached. Although Bowles is a pretty good reference text Im...
  18. civeng80

    Dimensions going crazy

    When I dimension they include circles and rectangles and making a mess of everything. The dimension styles manager box shows heaps of circles and rectangles. Anyone have an explanation ? Annoying and making me go crazy.
  19. civeng80

    Tilt Panel Point load

    I’m designing some tilt up wall panels using design charts (recommended practice design of tilt up concrete wall panels by concrete institute of Australia). The wall panel is shown on the diagram. The panel is not supported by a footing along its whole length because of protruding pads from the...
  20. civeng80

    Dashed Lines in Moment charts

    Im looking at the AISC Design capacity tables for structural steel Vol 1 (Australia). Some curves in the effective length vs Design member moment capacity charts are dashed and some are full lines. Yet there is no legend anywhere that shows their meaning. Can anyone tell me what they mean ?

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