Tie Beams per Florida Building Code - Section 2121
Tie Beams per Florida Building Code - Section 2121
(OP)
In accordance with FBC Chapter 21‚ Section 2121 there is no allowance for masonry tie beam construction ("U"-block) for commercial construction. How is this handled if the architect wants to use split face cmu and doesn't like to see a concrete banding (conc. tie beam) around his perimeter?
TIA
TIA






RE: Tie Beams per Florida Building Code - Section 2121
A masonry bond beam ("U" block) is far superior to pouring an old fashined cast in place plain concrete beam from a standpoint of constructability, reliability and continuity.
Dick
RE: Tie Beams per Florida Building Code - Section 2121
I disagree that a U-block provides for a better installation than cast-in-place. It is cleaner and faster, but it has an inherent discontinuity of low strength material (mortar), and to the filled cells, particularly in uplift conditions.
RE: Tie Beams per Florida Building Code - Section 2121
Concrete tie beams are much stronger, especially as Ron said, for uplift. If uplift or lateral loads are large there are limited options for either epoxy/expansion anchors or embedded anchors. But the cost difference is such that you normally have to come up with a solution.
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
...or, pending the architect's approval, provide a relief in the wall using a bonded face shell.
RE: Tie Beams per Florida Building Code - Section 2121
The section that STR04 referred to is the requirements if you want to use a bond beam with the perscriptive requirements.
I am referencing the 04 edition. The 07 will go into effect soon but I haven't used it yet so it could be different. But the tie beam/tie column approach is hardly ever used anymore due to cost. It did work very well in Hurricane Andrew.
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
Chapter 21‚ Section 2122‚ (1) 2122.1 Standards state:
The provisions of ACI 530/ASCE 5, Building Code Requirements For Masonry Structures, and the commentary on Building Code Requirements for Masonry Structures, are hereby adopted as a minimum; however, the requirement of the standard shall not supersede the specific requirements of this chapter.
How is there an exception?
RE: Tie Beams per Florida Building Code - Section 2121
Chapter 21‚ Section 2121‚ (2)(3)(1)2121.2.3.1 states:
A tie beam of reinforced concrete shall be placed in all walls of unit masonry, at each floor or roof level, and at such intermediate levels as may be required to limit the vertical heights of the masonry units to 16 feet (4.9 m). Well-compacted and confined soil below grade may be considered lateral restraint but only above a point 1 foot (305 mm) below the grade where such restraint begins.
Where do you come up withe the 20 ft unsupported height?
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
SECTION 2122 HIGH-VELOCITY HURRICANE ZONES-REINFORCED UNIT MASONRY
2122.1 Standards. The provisions of ACI 530/ASCE 5, Building Code Requirements For Masonry Structures, and the commentary on Building Code Requirements for Masonry Structures, are hereby adopted as a minimum; however, the requirement of the standard shall not supersede the specific requirements of this chapter.
2122.2 General.
2122.2.1 Tie columns and tie beams as set forth in Section 2121.2 SHALL NOT BE REQUIRED required where design and construction are in accordance with the provisions of this section.
2122.2.2 Reinforced unit masonry shall be steel reinforced solid-unit masonry or steel reinforced grouted hollow-unit masonry as set forth herein.
2122.3 The design of buildings and structures of reinforced unit masonry shall be by a professional engineer or registered architect.
2122.4 Special inspector. A Florida-registered architect or professional engineer shall furnish inspection of all reinforced masonry structures.
2122.5 Concrete masonry strength.
2122.5.1 In each test of three prisms, the average of the three may be used as the assumed value of f'm.
2122.5.2 In no case shall the value of f'm exceed the lowest break multiplied by 1.25 in any test.
2122.6 Reinforced masonry columns and walls.
2122.6.1 The minimum length of lap for deformed bars in grout, in tension or compression, shall be 48 bar diameters, but not less than 12 inches (305 mm).
2122.6.2 Concentrated loads shall not be assumed distributed across continuous vertical joints, including stack bond joints, unless reinforcing elements are designed and provided to distribute such loads.
2122.6.3 Reinforced masonry bearing walls shall have a nominal thickness of at least 1/30 of the unsupported height or width, whichever is the shorter, but not less than 8 inches (203 mm).
2122.6.4 Anchorage requirements.
2122.6.4.1 Reinforced masonry walls shall be securely anchored to adjacent structural members such as roofs, floors, columns, pilasters, buttresses and intersection walls.
2122.6.4.2 Masonry walls shall be anchored to all floors and roofs that provide lateral support to such walls.
2122.6.4.3 Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces as required in Chapter 16 (High-Velocity Hurricane Zones), or a minimum force of 200 pounds per lineal foot (2919 N/m) of wall, whichever is greater.
2122.6.4.4 Required anchors shall be embedded in reinforced grouted cells.
2122.6.4.5 Wood framing connected by nails shall not be considered as acceptable anchorage.
2122.6.5 Mortar and grout.
2122.6.5.1 Vertical cells to be grouted shall provided vertical alignment sufficient to maintain clear, unobstructed, continuous, vertical cores measuring not less than 2 inches by 3 inches (51 mm by 76 mm).
2122.6.5.2 Vertical grout barriers or dams of solid masonry spaced not more than 25 feet (7.6 mm) apart shall be provided across the grout space in the entire height of the wall to control the flow of grout horizontally.
2122.6.5.3 Grout shall be a plastic mix having a maximum slump of 9 inches 1 inch (229 25 mm).
2122.6.5.4 Grout shall be placed before any initial set has occurred, but in no case more than 11/2 hours after the mix-designed water has been added.
2122.6.5.5 Grouting shall be a continuous operation in lifts not exceeding 4 feet (1.2 m) and a maximum pour of 12 feet (23.7 m).
2122.6.5.6 Grouting shall be consolidated between lifts by puddling, rodding or mechanical vibration.
2122.6.5.7 The grouting of any section of wall between control barriers shall be completed in one operation with no interruptions exceeding 1 hour.
2122.6.6 Bearing. Precast floor and roof units supported on masonry walls shall provide minimum bearing of 3 inches (76 mm) and anchorage in accordance with Section 2122.6.4.
2122.6.7 Protection of masonry. Unfinished work shall be stopped back for joining with new work; toothing being permitted only with the approval of the special inspector.
RE: Tie Beams per Florida Building Code - Section 2121
The HVHZ requirements in the FBC are really the old South Florida Building Code with a new name. It doesn't have many people or resources involved to keep it current. So you get stuff like this. You should have seen the original HVHZ version of the FBC. It had all kinds of nonsense including you couldn't use a non filled steel deck as a diaphragm.
But the requirements are ACI 530 with th limited provisions at the end of the section.
RE: Tie Beams per Florida Building Code - Section 2121
Can you have a situation where your facility doesn't fall under a threshold building and some local building inspector will be doing the masonry inspection and therefore the masonry inspection is not conducted by a special inspector who is:
2122.4 Special inspector. A Florida-registered architect or professional engineer shall furnish inspection of all reinforced masonry structures.
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
Chapter 2‚ Section 202‚ (HIGH_VELOCITY_HURRICAN)
<<HIGH-VELOCITY>> HURRICANE ZONE. This zone consists of Broward and Dade counties.
Thanks for your help.
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
RE: Tie Beams per Florida Building Code - Section 2121
After reading my post, I recognize that what I said was not correct. I used the term "U" shaped bond beam, but was thinking about the open core, two way or "knockout" bond beam is rarely made in a knock-out fashion for obvious reasons. I was actually referring to the open core bond beam when I mentioned the performance in reinforced or partialy reinforced masonry because of the continuity of reinforcement. The traditional "U" shaped bond beam is entirely adequate for walls with relatively low lateral loads perpendicular to the walls. Obviously, for more sophisticated construction an open core bond beam is preferred. In some countries, they make open core bond beams with unequal heights on the face shells to permit cast in place slabs or precast to be used as a floor without changing the exterior coursing or appearance.
I think the reason for "dark ages" requirements in Florida goes back to the poor historically low level of construction quality, limited availability of appropriate or necessary CMU shapes and sizes carried in stock and lack of use of engineers in the typical "garden variety" structures in contrast to other regions of the U.S. and other countries. The lack of seismic requirements may also be a factor.
When I first got involved in the masonry construction (40 years ago) there was a minimum different CMUs available (10 or 20 different shapes/sizes) in Florida despite it being a very high use market. Last week when I was there, I saw very few improvements in the availability of improved shapes and interest in engineers in making real improvements by suggesting shapes that are available and used elsewhere. - The codes and applications of masonry has followed this stagnation. The contrast to states west of Florida is striking. I recently was in an area where there was an availability of over 500 different shapes (standard strength) available plus additional custom shapes (and strngths up to f'm of 3000 or 4500psi) available on special order with a very short lead time.
All of this has little to do with Florida codes and engineering, except to show that there are massive improvements possible.
Dick
RE: Tie Beams per Florida Building Code - Section 2121
I agree. The Florida Building Code has been an ordeal for all of us. It will get there. It's a bit like the old sausage analogy...you might like the result, but you sure don't want to watch it being made.
Ron