Search results for query: *

hello again engtips fam so i was looking on a boef for 3 columns in a section 2 external and internal and i got a moment diagram like this i notice however i see some details like this for the edge column/walls where they have main reinforcement for the slab at the edge columns in the...

hi engtips fam i am interested in doing raft design without having the spread the pressure along whole raft i was exploring some flexible raft design procedures and i came across the one below asking some clarification on the pic below by number 1. does he mean that the balancing...

if i want to do a mep beam splice and i design the mep for the moment in the beam per say and not the z of the beam do i need to go back in my structural analysis software and change the section of the beam at the splice for a z comparable to the mep?

hi engtips community well wishes to all i have rafter sized with flange plate width and thickness in keeping with weld 1/16" smaller than plate thickness the length of weld is barely above that needed for the connection is anyone familiar with modifications to accomodate stronger weld here...

hi, im getting this high axial load at the center of propped portal causing my rafters to fail in minor bending see image any ideas?

hey does anyone have any design guide on this particular type of connection? or can advise on how to achieve rotational ductility with flange plate.

i have this configuration as shown below im trying to analyze how much horizontal load can be taken by a 6" slab drawn around the columns from that column with load shown as H i stumbled across an article...

hi i have a pedestal which is surrounded by 4 No. tie beams each 12inches by 12inches pedestal is 18x18 bolts are 4 number and offset 3 inches both way from centerline (form a 6x6 square about centerline of pedestal) embedment about 20 inches the top of the tie beam is about 6 inches down from...

if i design a bracing with working point at top of baseplate where no eccentricity to be considered and then a 6" slab is poured covering 6" on top of baseplates what effect does this have? also in a redesign could i consider this 6" above baseplate a new working point without...

hi im looking on an existing I section brace to be retrofitted for new loads the existing brace fails under axial compression for the new loads anyone have any literature/design examples for bolting plates to web/flange to strengthen the member thanks

hello eng-tips gang hope everything is in good order and you've had wonderful holidays happy new year to all i am here again to ask for your input on this problem i modeled up a steel structure in software(etabs) and was analyzing lateral loads on said structure and found the some results to...

hello once again eng-tips community i noticed in the k-6 example for aisc for HSS rupture at welds check Equation 9-2 from manual HOWEVER 9-2 is for one side of weld equation 9-3 is for two sides welded should 9-3 be used for this scenario instead of 9-2?

hello eng tips community i wanted your opinion on modifying an existing RHS Beam with RHS knee braces. for new building load the RHS is not sufficient proposal is to remove knee bracing put another beam under RHS connect at columns reinstall knee bracing the issue is can you cut the knee...

I am trying check capacity of a single plate welded to column The single plate is conventional but instead of the connecting member being web of a wide flange, tee or whatever its now a tongue extended from a cap plate of a hss can i still use the conventional design checks for weld and...

In AISC Design Example K.1 - Welded bolted wide tee to hss column Wide Tee welded to column and bolted into a W section. For bolt capacity they use eccentricity The configuration resembles a conventional configuration for single shear plates however for conventional configuration on...

Examine setup below 0------------------------0 |....|.......|.......|........| |....|....*.|.....*|........| |....|.......|.......|........| |....|....*.|.....*|........| 0------------------------0 * = Point load from vibrating equipment 0 = column . = concrete slab - =...

Hi im looking for option in Etabs similar to STAAD rayleigh frequency function that gives the approximate natural frequency of frame or modal frequency i see an option Structure Output ->Modal information ->table modal periods and frequencies Where i see the 12 modes from the default modal...

I was perusing a particular retaining wall design example For the design moment for the toe at the stem if the pressure on the toe creates a larger moment than the moment in the stem the max moment for the stem overrides the larger moment for the toe using the pressure

hello i am trying to analyze concentrated load on decking to beam force transfer in particular concentrated load directly over beam in a previous post someone referred to image below for distribution of concentrated loads for deck slab design Is it plausible to use the same for force...

I am trying to model a form deck slab on typical mezzanine layout in etabs see model with loads ---> https://imgur.com/a/z8Eca8i (sorry was trying to post image was not working) slab is thin shell 4" - f11 f22 f12 m11 m22 m12 stiffness modifiers 0.25 4000 psi BM diagram as thin shell shown...