Question on the apparent conflict between the section of the Fl code in 2122 requiring attachment of masonry to adjacent columns and beams and the requirements of TMS 402 B.3.2 prohibiting attachment of masonry walls for participating infill. The prohibition to connecting infill masonry to the surrounding frame in TMS 402-16 Section B.3.2 only applies to in-plane forces in participating infills. The reason is explained in the commentary for that sections which explains that this is to prevent the connectors from causing ""premature damage along the boundaries of the infill under in-plane loading (Dawe and Seah (1989a))"".
The Florida code is requiring connection for out of plane loading from wind which is also required by Section B.3.3 of TMS 402.
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Are there documents or articles related to the use of rodding grout cells vs vibrating them? There is currently no research or comparative discussions regarding rodding grout. The probable reason is that mechanical vibration has been required for many years by the Building Code Requirements and Specification for Masonry Structures or TMS 402/602. Puddling/ rodding is allowed in pours of 12" or less. Please review paragraph 3.5 E in TMS 602. I know of 1 or 2 jurisdictions that have waived that requirement. You can check your local building department. Another option could be to use TMS 602 paragraph 3.5 G regarding Alternate grout placement. Additional documentation:
TMS 402/602 Building Code Requirements & Specification for Masonry Structures We are working on an existing building and need to know if the exterior 8" masonry walls are 2 hr fire rated in order to make a determination as to the Building Type. The exterior walls are covered in direct applied stucco and the interior walls are covered with gypsum drywall. Can we be reasonably sure that the walls, with stucco and drywall, meet the requirements for 2 hours?
The only way to be 100% sure is to remove 6 block intact from the structure and send them to the lab to be tested to determine that they meet the requirements of C90 and what the equivalent thickness of the units are in accordance with C140. you would also need to verify that the material used in manufacturing the units is limestone. All that being said, you can make some conservative assumptions and be relatively certain that the walls meet 2 hours using the provisions of Chapter 7 of the 2017 Florida Building Code 6th Ed., Building. Since 99.9% of all block manufactured in Florida use limestone as the main aggregate you can safely assume that the block in the building are limestone based, thus requiring a 4" equivalent thickness in accordance with Table 722.3.2. The least equivalent thickness for any block regularly produced in South Florida is 3.6 inches. An example of this would be the CEMEX T007. Thus 3.6 would be a conservative assumption for the block used in a building in SW Florida. Interpolation of the table is allowed so that 3.6" gives you 100 minutes. Thus, you are .4" and 20 minutes short of your required 2 hr rating. Section 722.3.2.1 gives you directions on how to calculate the fire rating value of finishes applied to the non fire-exposed side of the wall and Section 722.3.2.2 gives you directions on how to calculate the value of finishes on the fire-exposed side. These sections refer you to Table 722.2.1.4(1) for the non fire-exposed side and Table 722.2.1.4(2) for the fire-exposed side. If there is doubt from which side the code is requiring the rating the best thing is to calculate from both side and take the least value. Conservative assumptions on the wallboard and stucco would be 1/2" wallboard and 3/8" (.375") single coat stucco (the stucco would not be to code but would be conservative for the purpose of calculating a conservative value of the fire rating). Running the calc with the fire side assumed as the exterior you get:
I am working with a major track builder who is having a problem a small vertical crack (approximately 1/64th inch) form from the top of the foundation to under the bond beam. The homes are 2-story. The 1st floor is masonry and the second floor is wood. The wall section is approx 40' long. What is the probable cause? The most likely cause is normal block shrinkage. Standard control joint spacing would call for a control joint about mid way in your 40' long wall. Sounds like mother nature has taken care of supplying that. You also might check for aggravating circumstances such as an interior partition at approximately that location with a vertical row of fasteners.
If the crack is the same width at the top as at the bottom my guess is that it is not caused by settlement. Would a #5 rebar in the front cell of the Omni Block provide the same structural strength as using on #5 in the Insultech 5x5 core? Or would you have to run some engineering calculations to determine if this is the case? The Omni block shows placing 2 bars in the 2 ½” core holes front and back - - but the question is, can we eliminate the #5 bar in the rear core hole and still achieve the same structural strength as the Insultech block using one #5. The core hole being so much smaller with the grout, we were thinking that this probably would not provide the same strength? What are your thoughts as a structural engineer? No, The #5 does not provide as much strength because the distance between the center of the bar and the compression face of the masonry is not a far and the strength depends on that. However, the bending strength in the other direction is considerably more. Alternating the side that the steel is on could make a big difference in the overall bending strength when checked in both directions.
How big can a but joint be in face brick on wood studs? How much of a variance can there be in but joint sizes with tumbled brick? I believe I am seeing two completely different questions. one is in regard to the material that will used as the substrate in your wall assembly. You will need to contact your local building department to solve the issue of fire-treated vs non combustible plywood. As far as staples in gypsum board, that method should not be used. Adhered veneer is supported by the substrate it is applied to thru the lath and the anchors used to attach the lath. I am attaching a couple of items that will give you direction on the assembly. One item to read is ASTM C1780 Standard Practice for Installation for Adhered Manufactured Stone Masonry Veneer. Even though this Practice does not include thin brick, the substrate preparation is relatively the same. Another document is BIA Tech Note 28c for Thin Brick Veneers. It is an excellent reference document. If you know the brick and its manufacturer additional information technical information is generally available on their website. I hope this is helpful in designing and constructing a beautiful and functional thin brick. Jerry Painter, FASTM Links to additional information:
BIA TECHNICAL NOTES on Brick Construction - Thin Brick Veneer 28C See also: ASTM C1780 - Standard Practice for Installation Methods for Adhered Manufactured Stone Masonry Veneer The "STC" or Sound Transmission Class of a brick can vary based on thickness, hollow or solid, and textured finish among other things. The Masonry Society has a publication called TMS 302 Standard Method for Determining the Sound Transmission Rating for Masonry Walls. It helps calculate the STC of a wall. There is a BIA Technical Note # 5A. It describes a typical 4" brick as having a STC of 45. The best way to determine the STC of brick is to contact your local brick distributor. They should be able to give you the value of the specific brick you want to use.
The attached photos show residential structures with cracking at the corners of significant openings (over 6 ft). First, is this cracking "normal" or is there a material defect? Secondly, is this a structural problem for the home? Third, what is the recommended repair? The pictures provided (see below) show cracks under the precast header bearing at what appears to be both ends of an opening. These cracks then turn and extend up to the top of the wall through the course above the precast in a stair step fashion. The third picture provided shows cracking under the end of a precast sill which then extends from the lower right hand corner of the opening down the wall in a stair step fashion. My response to this inquiry is based strictly on the three pictures provided. There may be other extenuating circumstances that I am not aware of. The pictures provided are so indicative of classic masonry shrinkage cracking that I intend to catalog and use them in future presentations to show where cracking usually shows up in structures where shrinkage of the masonry has not been addressed by either horizontal reinforcing or properly placed control joints. There are three important considerations to keep in mind when working with either concrete or concrete masonry - it's gray, it gets hard AND IT CRACKS. The cracking can be caused by movement (such as foundation failure), expansion and contraction due to temperature differential or drying shrinkage. Of these three, drying shrinkage is the by far and way the most common and MUST be addressed if random cracking is to be prevented. Concrete materials shrink when they loose moisture. Concrete poured under water does not shrink as long as it remains submerged. 50 years later if you pulled it out of the water and let it dry out it would shrink the normally expected amount. An exaggerated visual to keep in mind is that of a sponge drying in the sun. The normal masonry shrinkage expected from Florida aggregates is around .025% or around 0.3 inches in 100 feet. When the material is restrained from shrinking (such as when it is attached to a foundation) it is "stretched" by the normal shrinking process and this creates internal stress. If the concrete or masonry mortar shrinks before it has sufficient strength to resist these stress - cracking results. On of the most common locations for drying shrinkage cracking to occur is at the corners of openings. The reason is that mother nature views a section of the wall where a large part has been removed (you know - like an opening) as the perfect place to "joint" the wall. Recommended practices at openings thus calls for a control joint to be created adjacent to openings (almost exactly as mother nature has positioned these). As an alternative to control jointing at opening corners the steel over and under the opening can be extended into the adjacent wall sections, usually by around 24 inches. My take on the cracks shown in the pictures is that they are permanent control joints in the structure. As long as the horizontal and vertical steel required by the designer is in place I would expect them to cause no significant detrimental effect on the structural capacity of the wall. They are now your control joints, picked by mother nature herself, and repair would be to simply treat them as such. They should be routed out and stuffed with a backer rod then caulked with a one part polyurethane sealant and painted over (just the joint area - not the entire wall) with an elastomeric. Links to additional Information:
NCMA Tek 10-02C1 - Control Joints for Concrete Masonry Walls - Empirical Method We have an odd size cell and wanted to know the max bar size we could use in that cell? The cell is 5" long and 2 1/2" wide. This is the info from the code on the size of reinforcing you can have in a cell (from current 2016 TMS 402). Looks like the max bar for Allowable Strength design for a 5" x 2 1/2" cell is a #7 and the Max bar for Strength Design is a #5. Allowable design is currently the predominate design procedure in Florida. A #7 bar is the largest bar that I personally recommend for 8” masonry.
For walls designed with Allowable Stress Design (denotes vertical steel)
For walls designed with Strength Design (does not denote vertical steel – thus would apply to vert or horz)
About eight months ago, you helped us getting some bond beam clarifications on a project we’re doing with PCL construction (see original email below). Recently we’ve encountered another bond beam issue on this project that we’re having a difficult time overcoming. The bond beam details show it located in the last course as seen it in typical applications (see attachment). Unfortunately, all of the overhead decks are installed and placed, making the installation of the bond beam on the top course very difficult to install and grout. We proposed to lower the bond beams by one course but we’re getting resistance from the engineer. PCL asked us to reach out to you in hopes that you could help shed some light into this and ease the engineers concerns that there are no structural concerns by doing this. Is this something you could take a look into and help us out with? The designer was hopefully thinking that the walls would be built first before creating this detail. As you are well aware the installation of the block is not the problem although a 3/4" space at the top would be more realistic and wouldn't effect the structural support of the wall by the very healthy 4x4x3/8 angles. If the engineer felt the need you could easily increase the number of anchors on each side from 2 to 3 to compensate for the additional moment from the wall. But that only addresses the installation of the masonry unit itself. The next problem is the installation of the grout which cannot be squirted into a 1/2" crack at the top of the wall. A common way to grout masonry walls under an existing slab is to core a 3" or 4" hole in the slab at 4' or so along the wall and grout the wall through those holes. It does sound like the engineer would like the top course grouted to increase the lateral load resistance. Failing being able to grout the top course through the cover slab you could engage some exotic method of porting and pumping a very fine grout mixture (it wouldn't meet C-476 but would work) into the wall at a lower level. The vertical steel is the easiest and you have probably done this many times. Just create a hand hold in the wall and slide a lapped bar up into the top course after it is laid in place. The horz steel as detailed is virtually impossible to install as you already know. This steel can only serve two purposes: 1) to span the 6' 8" laterally between the 4x4 side plants and 2) to provide horz reinforcement for crack control. The crack control reinforcement would actually perform better in the next course down ( or 3 or 4 courses down - makes no difference). Concern about the wall spanning laterally 6' 8" could be addressed by simply reducing the steel size to a #3 bar which could be slid into a hand hole in the top course. Another solution would be to distribute your latter supporting 4x4 angles down the length of the wall rather and a single 18" long piece at 8' o/c. Say... something like a 4x4x4" lg piece at 2' o/c. Your lateral bending between the supports then becomes insignificant and your (2) #5 bars in the second course down would take care of your crack control slightly more efficiently then if they were in the top course. Other than that you can form and pour the top course which still doesn't address how you get the concrete into it. I am honestly surprised that the engineer of record would not immediately recognize that he had created an extremely difficult (impossible) detail to construct and be helpful in rectifying the situation. If it has not already been done I would recommend providing him with the opportunity to come up with a reasonable engineering solution to the problem. Perhaps he has not been informed of the problem? |
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