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I Hate Slabs on Grade
13

I Hate Slabs on Grade

I Hate Slabs on Grade

2
(OP)
Sorry for the rant

I hate slabs on grade. Everyone seems to know everything about slabs on grade. Owners, contractors, the end users second cousin twice removed. No matter what I show on the drawings based upon the very limited information I am given the client complains and wants something different.

I show a 6” slab they want a 5” slab
I show a 5” slab they want a 7” slab
I show a 7” slab they want a 4” slab

We only use 3,000 psi concrete for our slab on grade!
We only use fibermesh for our slabs!
We cut our contraction joints at 20' o.c.!
We cut our contraction joints at 10' o.c.!
blah blah blah.

It is the bane of my existence. I said everyone knows everything about slabs. That is not entirely true. They know everything about what they exactly want to load them with and how they want to load them. You ask those questions and crickets.

Sorry about that.

RE: I Hate Slabs on Grade

Why limit it to slabs on grade? Seems applicable to most of the construction industry.

RE: I Hate Slabs on Grade

(OP)
I am not sure I agree with that. I get friction with regards to slabs about 4-6 times per year.

Last year... from January until November I dealt with an owners rep who insisted there was an all encompassing "psi" number I could give him to put any load on a slab on grade. They wanted to use this number to figure the base plate area for a load. I told them that wasn't possible but they insisted.... every month.... for a whole year.

RE: I Hate Slabs on Grade

Yeah, I think you posted about that one.

I guess I was doing too much residential work. Phone wouldn't stop ringing with contractor's asking if they really need to put those bolts in or if we really needed to put rebar in that wall. Oh, you wanted masonry grout in that block wall? We just used concrete since the truck was here. The 5'4" lift height was just a suggestion, right? We did 11'. What are clean-outs?

RE: I Hate Slabs on Grade

I think it is great when they have their own slab spec.
Keep their e-mail so when they call about slab cracks, you can remind them that it was their spec.

RE: I Hate Slabs on Grade

Quote (phamENG)

By the way, we've ordered a reinspection for first thing tomorrow. Can you have a fix to us in the next hour?

RE: I Hate Slabs on Grade

2
I tell nonprofessionals to kindly spend 4 years at university and 4 additional years in practice and get your own PE and design it yourself if you don't like what I am telling you.

RE: I Hate Slabs on Grade

SteelPE:
"Sorry about that."

Feel any better? I thought so... been there, done that, and still have the bruises. I'm having trouble uploading files to the site... have one on SOG construction... will post the text file.

Dik

RE: I Hate Slabs on Grade

2
SOG File:

Design of Slab-on-Grade/Ground (SOG) Construction

General

SOG construction consists of placing a concrete slab on the existing native soil. The existing native soil may consist of a layer of engineered fill to bring the slab to proper elevation. The existing native soil, in many instances, is considered the sub-base.

On top of the sub-base, the base course is compacted. This provides additional bearing support and a generally flat surface.

On the flat base course, a concrete slab is constructed. The thickness of the concrete slab depends on the type of loading and the quality of the native soil on which the construction is founded. To prevent moisture from 'wicking' up through the concrete from the native soil, often a vapour retarder is installed between the base course and the concrete slab.

You can never guarantee cracking will not occur, but you can, however, minimise it with care. For proper construction, it is necessary to specify the proper base and sub-base, concrete mix design, provide control joints, and provide a manner of curing.

Concrete is a brittle material and to minimise random cracking, if the minimum dimension of the slab is greater than 5m, it is also necessary to provide proper control joints. The use of control joints should always be considered as part of the SOG construction.

For high quality or special purpose SOG construction, review of the Work should be considered as part of the project.

In many locales, there are specialty designers and contractors that work with SOG construction.

SOG construction is one of the most trouble prone and litiguous elements of concrete work; care and diligence is essential.

There are several good publications for SOG construction. These should be reviewed prior to commencing a significant SOG project.

Design

Most SOG construction is subject to minimal, static loading and these are generally infrequent. If frequent and moving loads are encountered, then the SOG should be constructed as a pavement. Pavement design includes consideration of both flexural stresses encountered and repetitive loading. If high loads and/or patterned loads are involved, then special consideration should be made to accommodate them.

The effect of a pattern point load may influence stresses in the concrete slab at point load locations adjacent to the load under consideration. This additional loading should be considered in the slab design. The design can include for point loading, line loading and wheel loading.

SOG construction can be designed based on a "drag formula" which tries to accommodate the shrinkage of the concrete and restraint of the granular base material.

SOG construction can also be designed by limiting the flexural tensile stresses generated by loading to a portion of the concrete modulus of rupture for flexure. The flexural stresses can be determined by elastic solutions or FEM studies.

The design may include for granular base materials as well as the sub-base. These can contribute to the modulus of subgrade reaction which is one of the 'key' soil parameters for SOG design. A multiple layered approach can be used; this is normally reserved for high quality, or special purpose SOG construction. Examples of this type of construction could be large cargo terminal buildings, airport runways, high speed highways, etc.

When designing for flexural tensile stresses, it is necessary to consider the probability of loading as well as fatigue issues.

Base and Sub-base

The sub-base can be proof rolled to check for uniformity of bearing materials. Soft areas can be excavated and or scarified and re-compacted with engineered fill. The more uniform the base and sub-base, the better the SOG construction.

The base should be a uniformly graded quality granular material that readily compacts. It provides a bearing surface for the concrete SOG over. There is research by both the American Concrete Institute (ACI) and the Portland Cement Association (PCA) that the effect of compacted granular base is minimal. To a lesser extent, it helps transfer loading from the concrete slab to the sub-base below. In additon, it can provide a smooth hard surface on which to construct the SOG.

The base aggregate under the slab should be carefully specified. A uniform degree of compaction with no soft spots and a relatively smooth surface is needed. A non uniform surface provides projections that can restrain a slab and promote cracking.

Vapour Retarder

To minimise moisture entering the SOG from the sub-base and granular base material below, it is common practice to place a polyethylene vapour barrier between the slab and base. To minimise curling of the slab, it is also practice, in some locales, to place 50mm or so of sand material between the polyethylene and the slab. This permits water from the concrete mix to seep into the sand layer and provides a more uniform moisture content throughout the concrete slab.

Concrete

Concrete testing can be predicated on using the compressive strength of concrete or, more correctly, the flexural tensile strenght based on 'beam tests'.

The mix design must be carefully selected. A low slump concrete should be used to minimise shrinkage. a 75mm maximum slump is often specified. Note the use of the word 'maximum' and not just a 75mm slump. In some locales, a 100mm slump satisfies a 75mm specified slump. A superplasticiser can be utilised to achieve workable mix when a low slump is specified.

Consideration of a large proportion by weight of flyash should be made. This has the effect of reducing shrinkage, but causes a slower strength gain. Large amounts of flyash may have an effect on the finishing of the concrete surface.

If the slab is exposed to freeze-thaw conditions, the concrete strength, water:cement ratio, and air content should be carefully considered.

If the slab is exposed to deicing chemicals, there are additional considerations for the concrete design, such as strength, water:cement ratio, curing and sealing should be carefully considered.

If the slab is exposed to sulphates, there are additional considerations for the concrete design, such as sulphate resistane cement, strength, water:cement ratio, curing and sealing should be carefully considered.

If the slab is exposed to sulphates and chlorides, there are additional considerations for the concrete design, such as strength, water:cement ratio, curing and sealing should be carefully considered. Sulphate resistant cement is contraindicated for chloride resistance and a fly ash mix using 25% or 30% by weight of flyash.

The temperature differential between the top of the slab and the bottom of the slab should be minimised. This can be challenging when slabs are cast in sub-zero weather. Procedures for hot and cold weather concreting are applicable for SOG construction due to the general thinness of the elements involved.

Slab Thickness

The slab thickness is determined by the design loading and the quality of the base and sub-base materials below. Soil properties can be determined by a qualified geotechnical consultant.

You should try to use a 125mm slab thickness minimum. Many codes require the concrete thickness to be three times the maximum aggregate size. This permits the use of 40mm aggregate to minimise shrinkage.

If the slab is used for supporting loads in the same fashion as a strip or spread footing, then some codes require a minimum thickness of 200mm.

Reinforcing

It is common to place reinforcing steel in the upper one-quarter of the slab thickness. This is somewhat contrary to flexural mechanics. Maximum flexural moments occur at the bottom fibre of the slab. In addition, tractions produced by the base material on the bottom of the slab, tend to increase the bottom fibre tension and put the top fibres of the slab in compression. The reason for placing the steel in the top is to minimise cracking on the top surface which is subject to 'wear and tear'. Cracking of the top surface is not aesthetically pleasing because it is visible. Cracking of the underside is not so noticeable.

Reinforcing is often placed in a single layer near the top of the slab. It is common to place the reinforcing to provide a concrete cover equal to the depth of the sawcut.

Cracks on the top become accentuated with time due to objects moving over the top surface.

Although some jurisdictions permit reinforcing steel to be placed at five times the slab thickness, a spacing of three times the slab thickness should be considered.

The effect of reinforcing in small amounts is somewhat nebulous and its main function is to hold the concrete sections together to help develop the aggregate interlock at the fractured surface. For improperly timed, sawcut joints, is also helps distribute cracking a little better and minimises crack widths.

It is common to provide 0.2% of the concrete area as reinforcing steel area. This proportion can be increased to 0.5% or 0.6% to largely 'eliminate' visible cracking. The cracks still occur, but they are much more frequent and have a greatly reduced crack width.

Control Joints and Sawcutting

Unreinforced, or minimally reinforced, slabs usually have control joints located at 35x to 40x the slab thickness, but not greater than 5m or so. This is recommended by the ACI SOG committee.

If the structure is unheated, then the sawcuts should be at a closer spacing.

It should be noted that the time for sawcutting is critical. This is more important for a thin slab. A thin slab reacts to changes in temperature, and humidity.

The sawcuts should be made with an "early entry" saw, or 'Soff-Cut' saw, that permits sawcutting within two to four hours of the completion of the floor finishing. Sawcut timing is critical. Without an early entry saw, sawcutting should commence within 6 to 8 hours after finishing. CSA A23 stipulates that sawcutting should commence as soon as possible. Concrete should have sufficient strength to prevent the aggregate from ravelling behind the saw blade. If too much time passes, sawcutting is superfluous and the location of the microcracking has determined where the cracks will form.

The depth of sawcut should be a minimum of one-quarter of the slab thickness.

The sawcutting pattern should correspond with any interior columns.

For irregular shapes, the sawcutting pattern can be shown on the construction documents.

In addition to sawcutting, construction joints should be located at approximately every twenty metres.

Projections or re-entrant corners in the slab that will restrain movement should be detailed so they are isolated.

After the initial shrinkage has occurred, sawcuts should be filled with a caulk material that adheres to the concrete sawcut face and provides support for the concrete adjacent to the sawcut. This can be a polyurethane material that has a hardness to prevent the ingress of particles. For heavier loaded slabs, the caulk hardness should be increased.

Curing

Curing is best done by covering with a saturated curing blanket for a minimum of 4 days. Alternatively, a good curing agent, with a high solids polyvinyl chloride content, can be specified. Curing compounds using polyvinyl acetate products (PVA) should be avoided due to their poor 'track record'.

Special care should be made for SOG's cast in the open air to prevent undue evaporation by exposure to direct sunlight and any wind. Additional care should be taken for thin slabs.

RE: I Hate Slabs on Grade

I think our own society/profession has something to blame - for lack of uniformed/unified approaches to the typical "simple" slab on grade applications. One owner can have 3 projects within the same geological area, if 3 consultant been awarded the design, we might expected to see 3 different results - thickness, reinforcing, joints, but the owner expected only one. Without special conditions, the consultants will have very difficult time to convince the owner that his been the best, and why the differences.

RE: I Hate Slabs on Grade

Good thread, SteelPE. You can't get agreement on SOG issues in this forum, so you have no chance in the wider population.

RE: I Hate Slabs on Grade

Referencing the graph in that link, I'm loving the "Peak of Mount Stupid." I usually find myself in it's long, dark shadow as I wallow in the Valley of Despair...

RE: I Hate Slabs on Grade

Perhaps because it is not really a structural component (or rather a lightly loaded component). That opens the door for everyone to be an expert because the design of Slab on Grades is not really based on sound engineering principles but rather standard of practice for your location and empirical evidence of what works over the decades. I highly doubt those people would be arguing with you about a design for a long span truss element.

RE: I Hate Slabs on Grade

Long ago, we bid a job where the geotech recommended belled piers. I contacted one of the local pier drillers, and the old guy's comment was "I hate belled piers with a purple passion."

RE: I Hate Slabs on Grade

StrctPono:
"That opens the door for everyone to be an expert because the design of Slab on Grades is not really based on sound engineering principles"

There may be a little more to it than that...

Dik

RE: I Hate Slabs on Grade

Quote (dik)

There may be a little more to it than that...

I'm certainly not saying that everyone IS an expert on the subject, but rather that a SOG is not a very intimidating structural element so most people believe that they can contribute some knowledge on the subject matter when in fact they shouldn't.

The devils are in the details for SOG design and are best left to trained professionals.

RE: I Hate Slabs on Grade

Quote (dik)

There may be a little more to it than that...

I tend to agree with him. Most of the knowledge is empirical. The quantities (eg thickness) and other parameters (eg joint spacing) comes more from experience than from first principals. It's not like a flexural slab where you actually design it.

And there are many ways that work, so lots of different "we do it this way" expertise.

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