Search results for query: *

Hi Can anyone please tell me how to calculate the UDL loads in this arch window lintel . Window is as in attachment below . its about 3m width window Thanks in advance https://files.engineering.com/getfile.aspx?folder=f0305fa1-fa3a-43f1-8be6-d3325a7763a9&file=lintel.JPG

Thanks everyone for your replies .

hi all Can anyone give me some ideas to desperate these two materials to avoid the risk of bimetallic corrosion . Application is external steel frame roof all roof sections are mild steel flat bars and near coastal area. I would suggest nylon washers. similarly can we have the nylon...

thanks Canpro for the reply. yes there is 3 modular units and connect at site . there are custom made . 4mx10m is one unit. these modulars have "C" sections as steel studs and wall claddings. three units will be assembled at site . thanks

Hello I am designing a single story steel frame to support the skillion roof over transportable building (modular building) use for change rooms and toilet amenities. Building will be fabricate including the columns inside the walls and according to structural requirement and will bring to site...

Thank you for everyone's comments and appreciated. ]for Ingenuity- No those are not post- tensioned. correct picture for the referring band beam is attached. "The supporting columns (under) are those that you highlighted in YELLOW, and the columns OVER are those I shaded in RED, right? " -yes...

Hi I am investigating causes for cracks in a 5 storey apartment concrete frame building about 8 years old building . . We have band beams in the ground floor and other all floors we have transfer slabs and no beams. we have identified cracks in beams across the width and ma of 0.35mm crack...

12.9 bolts have a high ultimate tensile strength but a low ductility (they're more brittle) . IS THIS TRUE?

HI ALL can anyone give me a reply whether this substitution (use of 12.9 instead of 8.8) is acceptable or not ? Thanks in Advance

Thanks for your reply . this is steel door frame and is in exterior . we use Zinc plated countersunk socket head screws of grade 12.9. We do not galvanised ones. . I am having a doubt zinc plating will promote the risk of hydrogen embrittlement in steel . And also will it lead to delayed...

Hi I have specified Hilti HSC-I safety anchors to fix structural door frame to the concrete wall. the grade of the bolts are specified as min 8.8/S bolts.these will be zinc plated countersunk bolts and still exposed. . they advised they will use 12.9 grade bolts . My question is 12.9 the...

Hi thanks for everyone's input and appreciated , Ron247- the stair is about 4.2m high in total . yes i m in very low seismic area, 1. what are the possible sections for X- brace (for both compression and tension). i assume circular tubes would be good. 2. When it come to X bracing, What...

have a small query , if you have an idea please let me know . it is appreciated. i am designing a external steel fire escape staircase as below. columns are pinned . all member connections are pinned . this need some bracing to not to too wobbly when is fully loaded (live load is 4kpa)...

Hi I am designing a trellis structure for the wisteria plants . 1. When Calculating the wind load on Structure I treated Wisteria plants as a hoarding and 0.5m above the trellis top when its gets matured . Regarding the solidity ratio I assumed its 0.7 to calculate net porosity factor ...

hi Dik , thank you for your respond. Upper two floors also have slightly different lay outs. we are not in high wind or high seismic zone. but still we need to design structures for wind and Earthquakes. No i do not need to use slip joint in between . i could use steel starter bars set in...

Hi I have a 3 storey concrete building to design. This building is use for podiatrist consulting. the columns from ground floor can not continue to other floors because floor plans is different in first floor and columns comes in the middle of the rooms if continue.. I am thinking to start...

Thanks dhengr for your descriptive explanation. this roof will be fabricated and bring into site as four pieces . so we can not make ridge members continuous. my below sketch shows arrangement for eave truss. this arrangement helped to counteract with deflection . but not much. if managed...

Sorry In previous reply the wordings shown in highlighted. Below is what i need to get clarify "Structurally, these eave edge frames should go from max. depth at the col. to zero depth at the end of the canti. roof. They should not go to zero out at the second roof A-frames. " Thanks

Thanks a lot for all your replies. it helped me to improve the roof frame. Dhengr can you please clarify this again for me ?at what do you mean by [highlight #000000]"Structurally, these eave edge frames should go from max. depth at the col. to zero depth at the end of the canti. roof...

I am designing a Glazing Roof . Model Snap shot attached. it is a crossing roof which has only 4 supports. Length of the cantilever portion is 3.2m. After loaded up the model with dead , live and wind loads, there are local deflection in end members around 100mm . Can any one help me to come...