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...
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...
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...
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 =...
verification & inspection requirements -- IBC vs AISC Chapter N
IBC-2009 Chapter 17 had a schedule of special inspections for steel construction in TABLE 1704.3. This table stated the REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION.
IBC-2012 Chapter 17 states in section 1705.2.1...
Am inspector on a project with spliced joist-girders.
Problem #1 = A number of joist-girders were assembled and erected prior to the inspector being notified and, yep, the bolt assemblies were incorrectly marked for pre-tensioning verification by turn-of-nut method and as a result the inspector...
Can anyone give me a heads up on what kind of testing these guys might want? I have limited information right now but from what I understand they using some type of mastic tape to wrap around or over welds.
Client mentioned holiday testing. I'm familiar with holiday testing pipe lines coated...
RE: inspection of CJP at moment connection vs prequalified joint
connectegr, I need some of that CWI support for a field welding/bolting issue...question: On a CJP beam to column moment connection, the prequalified joint designation shown is TC-U4a, but have a situation where the column appears...
The specification for Structural Joints Using High-Strength Bolts requires that the EOR indicate the connection type. See below.
As the special inspector on a project am reading through the drawings, specs., etc. The EOR states in the general notes: “Bolted connections shall be type N...
301-05 states
1.6.3 Testing responsibilities of Contractor
1.6.3.2.d Provide and maintain adequate facilities on
the project site for safe storage and initial curing of concrete
test specimens as required by ASTM C 31/C 31M for the
sole use of the testing agency.
Obviously I don't have 301-10...
Have a CMU 8" block wall going up.
You can see from the picture that the 15' wide opening has 1 precast lintel beam 8" deep. The plan calls for a 48" deep lintel beam with 3 sets of 2#5 horizontal rebars placed bot/mid/top of the beam.
48" of lintel beam was grouted and with all of rebar...
Is a WPS needed when placing weld-on CMU masonry anchors? If not is there a general standard anywhere for attaching these?
I see these things being welded on all the time and talk about your buggered up welds..these things meets none of the requirements of D1.1 Fig. 5.4 and arc strikes from...
We own Device-A.
Replacement cost =
a) $1000 or b) $500+return of core unit
If option B is chosen the replacement unit can not be shipped until the core unit is received by the manufacturer.
I relay info to boss and advise that we will use option B because we actually have possession of the...
I have a couple of inspectors in my office that are notorious for running around saying things like "the code is just a guide" and "the engineer could say to use bubblegum to hold that beam up there and if he puts it in writing then it's OK."
What the? Well I contend that we have a code with...
Ok, Al a.k.a. gtaw - don't slam me to harshly because I've gotta ask.....
I've been hearing/reading about the Part B Practical section of the CWI exam. From what I hear this Part B is similar to running naked through barbed wire; however, what I mostly get for particulars is that it's a bunch...
