bill1952
SAWHORSE
Do you allow non-contact splices in an IRC building footing? Same 40 diameter overlap? (The fact rebar isn't even required in my seismic zone shouldn't matter.)
Under very limited conditions, what portion of the code are you looking at? What code allows vs. what's done in the field unfortunately is very different in many cases. I've seen many contractors wet stick dowels into footings but that if not allowed by code for instance.Allowed by the concrete code.
In grouted CMU the rebar is tied to keep it in place. It matters with retaining walls depending on the design as the rebar might be to one side or the other.Well, I really want to use to non-contact spliced I the grouted cells of 8" (2 cell) block, which would seem to meet ICEd first requirement. Again, ignoring the IRC and/or accepted engineering practice does not require the grouting and reinforcing at all of these short stem walls.
So you have identified that the contractor who wet sticks the dowels is in violation of the code..It will depend on the local interpretations and code requirements but I have to ask why would you want to have non-contact slices? ACI 318 7.5.1 requires securing reinforcement prior to concrete placement and easiest way to comply with that obviously is contact splices that are wired together. What you hope to gain by having noncontact slices? Is this a do-it-yourself design or was it done by a design professional.
Under very limited conditions, what portion of the code are you looking at? What code allows vs. what's done in the field unfortunately is very different in many cases. I've seen many contractors wet stick dowels into footings but that if not allowed by code for instance.
Deviations = laziness and complacency. Laziness and complacency = dereliction of duty. Dereliction of duty = public riskOne of the things that contributed to the problems identified after the Northridge Earthquake with steel frames was the process of normalization of deviance. Over time inspectors started accepting deviations from the code and as time went on the accepted deviations became greater and greater. This talk about local interpretations suggests that the same process is happening this time with concrete construction.
I certainly agree with your interpretation when sticking Dwls (actually wet sticking Bars) and the use of chairs and dobes but the interpretation of ACI-318 varies between different engineering firms. I see many projects come across my desk that call for class B splices yet the engineer provides a splice table and quite a few cases a very significantly even know they are all based on the same code?So you have identified that the contractor who wet sticks the dowels is in violation of the code..
Reinforcement is commonly held in place by chars and dobes.
With regards what is acceptable for concrete construction we look to ACI-318. With regards to ACI 318 there is not much room for local interpretation and if they conflict with ACI 318 I suspect that they are wrong.
One of the things that contributed to the problems identified after the Northridge Earthquake with steel frames was the process of normalization of deviance. Over time inspectors started accepting deviations from the code and as time went on the accepted deviations became greater and greater. This talk about local interpretations suggests that the same process is happening this time with concrete construction.
probably part of the boilerplate details and specs.yet the engineer provides a splice table
Do you interpret ACI 332 as non-prescriptive? For instance:Interpretations of non-prescriptive methods should be left to the design professional of record, not the inspector, plans examiner, or building official.
When is a concrete footing non-structural?It depends on how the AHJ interprets the footing. If considered Structural Concrete then ACI-318 would used and must be tied in place before poured. If non-structural then ACI-332 could be used IMHO.
Is simple tie wire acceptable for bonding the rebar, or does it require a connector?The problem comes when they use ICF for a pool and have to bond all of the reinforcement together for NEC purposes...
Pool rebar is tied with wire.Is simple tie wire acceptable for bonding the rebar, or does it require a connector?
Yep. They get a little wound up when you show up and tell them that after all of the forms and rebar are in place and the rebar is not in contact.Pool rebar is tied with wire.
CEC
680.26(B)(1)(a)
Structural Reinforcing Steel. Unencapsulated structural reinforcing steel shall be bonded together by steel tie wires or the equivalent.
I think that you are right, as the IRC specifically says that you comply with the IRC or ACI 332. As long as the resultant installation fully complies with ACI 332, it is a "safe haven", and you do not have to comply with the requirements of R403.When is a concrete footing non-structural?
In R403 Footings, under General: "Concrete footing shall be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332."
I'm perplexed.
But the code says R403 or ACI 332. So if you choose ACI 332, why would R403.1.3.5.3 apply? I thought if code said this or that, it was the builder (owner/designer/contractor) choice.ACI-332-14
Page 32 ---7.3.4.1
A vertical No. 4 dowel shall extend at least 36db
into the wall and 6 in. into the footing at a maximum of
24 in. on-center along the footing. To facilitate positioning
before concrete placement, vertical dowels are permitted to
be driven into the grade in the bottom of the footing.
That is a contradiction with the CRC:
R403.1.3.5.3 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 11/2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch (19 mm).