appreciate the feedback everyone.
Seems the favored verdict is that the cutting happened too late. That would makes sense. However, there is an curveball to that theory. The majority of these cracks occured parallel to the long axis of the plate. These cracks are adjacent to the FIRST...
answers to some questions posed:
-w/c = 0.45
-environment was idea: low breeze, 60's
-base was ideal: subgrade had been conditioned with a lime mix, and the concrete was pumped in (hence trucks never touched the subbase)
-when did curing start? meaning?
-was the pour complete? meaning had all...
I have an incident of a slab-on-grade that has been placed that is exhibiting cracks in a pattern that I have not witnessed before and was hoping I could get some feedback/ideas from all here. Below is the conditions:
-6" slab on grade, 4000 mix, reinforced with WWR 6x6-W2.9xW2.9
-two "plates"...
@AELLC - At this proposal stage, I don't have any info on passive pressure, only bearing (which I can quasi-translate to coefficient of friction, using reco's from IBC). I've read that you shouldn't try to utilize friction and passive at the same time.
@hokie66 - Bored piles sounds...
I'm currently designing a proposal for a client. Its a MBS with a (3)100'span (300' wide building) and frames are at 40'oc. As you can imagine the loads are considerable. The client GA drawings require us to avoiding tie-beams or hairpins. In addition no slab will be installed until the...
Woodman,
you may misunderstand my 1.5 factor.
Its a mix of two concepts:
-it utilizes the 2.0 Cd (for impact)
-then lowers it a bit to take into the unliklihood of one structural element getting full on impact its entire length (similar to Live Load reduction) or you can also look at it like...
WikiEngineer is new to me, thanks Woodman.
I've suggested a factor of 1.5 to the owner. The dancing load (at least each little impact) is to seismic and wind in duration, but I'm also trying to factor in the low chances that adjacent people's impacts (i.e. all parishioner's dancing along one...
shobroco is in line with my thoughts on the situation. if you follow his math, with 60 ppl in that room -- they each have 5sf to occupy. it won't happen.
i think most ppl here are getting caught up on the words "church" and "dancing". this scenario is similar words/terms to those only...
I appreciate all the feedback everyone.
FYI,
secondary = timber 2x12, 16"oc, spanning 17'
primary = hot rolled W10x30, multiple/cont spans of 15'
congregation max = 20 ppl
As you can see, this is a small group of people worshiping, in a private (not public) setting. Its hard to call this a...
I have a liturgical client who occupies a large house of timber construction. He is requesting an analysis of the live load floor capacity. He shared that his congregation may occasionally dance and/or jump a bit. I should add that this congregation is small - occupying a room approx. 15'x20'...
I am currently working on analyzing an existing roof structure for a possible new fall protection system.
I was able to pull off one of the existing joist tags, and it read the following:
54 256 J15 The CECO Corp.
I have been unable to find anything on the inter-webs, about CECO or this...
A co-worker used Apendix D to figure the shear of an F1554-36 1"diam. anchor rod (13.7kips) . I used the single shear value of an A307 in the AISC tables (9.42kips).
I realize that these anchors aren't technically the same, but for this shear/structural discussion should we be getting the...
