I'm inspecting on a job right now, high rise CIP concrete, with lots of shearwalls.
One of the shearwall notes reads:
CROSS TIES ARE REQUIRED WHERE AREA OF SCHEDULED VERTICAL REINFORCEMENT
EXCEEDS 0.01 TIMES THE GROSS CONCRETE AREA OF THE WALL. IF CENTER TO
CENTER SPACING OF VERTICAL BARS IS...
ACI-117 doesn't appear to give a straight answer on this. What is the reference for the concrete placement tolerance for top of column to bottom of elevated slab/beam. In other words how far into the bottom of the slab can the column below be over-poured or protrude into the slab above when...
I'm looking at a set of structural drawings that has a general note in the reinforced concrete section which reads:
--- Concrete shall be non-carbonated in areas exposed to weather.
I've never seen this requirement called out like this so before I ask him what his intent was I wanted to...
Just to be clear:
1: the footing was detailed as a thickened section of the slab
2: apparently he got permission for the non-monolithic placement
3: my bad on the rebar: 9#6 bot & 9#5 top
I'll call the EOR tomorrow. Those steel guys are fast; they have red iron at every one of those footing...
Am inspector on this job that has a number of 8'x'8 isolated column footings with 9#5 T&B EW. In the detail the top mat of column footing rebar is at the same elevation as the rebar in the SOG. The weather proved to be too difficult for the monolithic placement so the bottom half of the...
sandman21 wrote: "The EOR should have some very kind words for the GC regarding this issue."
And he did: OK as-placed - spraying rebar with bond breaker not as issue.[ponder]
From the article:
" "When concrete is placed, all reinforcement shall be free of materials deleterious to bond." Inspectors often cite this sentence when requiring contractors to remove form-release or bond-breaker overspray and cement splatter from contaminated rebar. But is this work really...
"why would the reinforcing steel be sprayed with bond breaker? The slab should be prepared prior to constructing the panels. "
1. slab sprayed
2. slab sprayed
3. rebar placed
4. rain
5. rain again
They all think I'm crazy and that some how tilt-wall panels are exempt from this ACI rule.
Am an inspector (not EOR) on some work on a tilt-wall project. I have not asked the EOR about this yet but will if needed. No tilt panels have been poured yet. Thirty to 40 are under construction. The contractor is using Maxi-Tilt as the bond-breaker between SOG and tilt-panels. It says...
Pre-qualified joints TC-U4a vs TC-U4b
TC-U4a no root face; has backing bar
TC-U4b has root face; no backing bar
Question 1: For the TC-U4b, the shop drawings give the root face as 1/8”. The AWS D1.1 as fit-up tolerance reads “not limited”. Not limited? Does this mean the root face can be...
I understand the PCA definition of "flash set". However, I've got a normal weight 4000psi mix (low shrinkage well graded aggregate flex strength of 700psi at 56-days). The last slab-on-grade (7-inch thick and 25,650ft2) placement suffered from a couple of small areas of what appeared to be...
Well let me ask you this: if one argued that AWS D1.1 fig. 4.1 allows the face of the weld to rotate 30 degrees each way so therefore a max roof pitch of 30 degrees with arc spot welds is permissible why wuld they be wrong?
AWS D1.3 section 1.5.4 defines arc spot welds as yada, yada, yada, "in the flat position." Remind me, is that "flat" defined as 0 to 15 degrees and if so where is that shown? No roof with a pitch of 16 degrees or greater can have spot welded sheet steel?
Have a pervious concrete pavement job and the specs require that the void ratio be determined. Not sure of my formula. What do you think?
core length = 5 7/8"
core dia. = 3.74
A = wt in air = 2128g
B = SSD wt. = 2177.2g
C = wt in water = 1250.1g
BSG = A/(B-C) = 2.295
job mix formula density =...
