Mbma 2012 pdf free download

For example, design responsibilities for a project that involves a metal building system will typically be divided between the metal building manufacturer and the design professional or engineer-of-record. The parties and their roles involved in a metal building system project can be quite different than other construction projects and common relationships are described in the Common Industry Practices section.

Because of these shared responsibilities, coordination and communication between the manufacturer and design professional are crucial for the success of a metal building project. This begins with project specifications. Start specifying A metal building system Performance Guide Specification is provided in the manual. Connection to Longitudinal Walls In this example, the two longitudinal walls are nonload-bearing shear walls.

Although dead loads alone might fall within this limit, combined dead plus live or dead plus snow load conditions would exceed this limit. Therefore, vertical loads from the roof need to be prevented from transfer to the wall by providing separate framing, slotted-hole connections, or other means in order to have the wall classified as a nonload-bearing wall. However, it would be prudent to alert the wall designer that these provisions have not been made in the metal building manufacturer's design and need to be provided by the wall designer when such conditions are present.

First, the means of drainage from the roof needs to be considered. One approach is to provide concrete masonry walls that are shorter than the roof so that the metal roofing can extend over the top of the wall.

But in this example, the walls extend above the roof, with a 3-foot parapet. For this example, drainage will be assumed to be provided via a gutter system that will be provided along the continuous length of the longitudinal walls between the metal roof and concrete masonry walls, as shown in Figure 1.

Because this detail separates. Figure 1. Transverse moment frames that brace the walls are spaced at 25 feet apart, whereas normal wall anchor spacing for a 7. Therefore, either a spandrel beam or eave trusses need to be provided to collect the forces from the walls and transfer them to the moment frames.

The horizontal deflection of the beam should be limited based on the acceptable maximum deflection allowances. The beam must be designed to transfer the longitudinal wind or seismic forces from the building roof horizontal bracing system into the shear wall. Horizontal roof bracing rods, if used, can be sloped down from the plane of bracing to connect directly to the support beam or column web adjacent to the support beam.

The true, cantilevered height of the wall parapet should be measured from the height of the spandrel beam, not from the point of intersection of the roof line and wall. The spandrel beam must be designed to resist the out-of-plane seismic wall forces. Maximum Lateral Beam Deflection. The spandrel beam is the main load-carrying element in the structural wall shear wall ; therefore, it should be designed for the out-of-plane forces per ASCE 7 Section Both, the redundancy and the overstrength factors used with component forces are unity 1.

Assuming that the building details permit a maximum deflection of 1 inch, the required minimum moment of inertia, Imin, would be, 5wL4 1.

Unless Type 5 horizontal irregularity non-parallel systems is present, for typical metal building system the Code requirements apply only to columns common to two intersecting systems, when building is assigned to Seismic Design Category D through F. Therefore, other elements of the seismic-force resisting system, such as roof diaphragm, collectors or beams are not subject to design requirements of this section. Wall-Eave Trusses Used as Connecting Element An alternative means to resist the Fp wall anchorage forces is to provide continuous lines of eave trusses along the longitudinal sides of the building, as.

Eave trusses are lighter than horizontal beams and have less deflection concerns, but are more complex to erect. These purlins are capable of providing a strong and continuous cross-tie across the length of the building, although the purlins alone do not necessarily provide a clearly defined load path into the horizontal roof bracing system that takes the forces to the longitudinal shear walls.

Connections at the nonbearing wall might be similar, except with vertically slotted holes in the connections so that the purlin weight is supported entirely on the adjacent roof beam. Documentation of shear strength and stiffness could be in the form of. The level of documentation required may depend on the engineer of record. Due to the generally large depth of diaphragm versus the relatively short span between main horizontal bracing cross ties, the shear forces associated with this transfer tend to be trivial.

Additionally, the transverse shear forces at the end frames and the gravity forces at the front wall must be accounted for in the design. Transfer of Seismic Forces to Shear Walls In Section B 2 a i above, the total seismic design force from the metal building to the concrete masonry walls was determined.

The design of the load path and connections that transmit this force needs to consider a number of factors. Location of Horizontal Roof Bracing.

In this instance, a substantial steel collector element may be required. This design approach is generally not recommended, since 1 a greater weight of steel would be needed to provide a separate steel collector element than if it were included in the wall design, and 2 the designer of the walls would need to provide an extensive amount of information the detailed distribution of shear forces between the walls and collector system.

This is generally the preferred approach, although details relating to continuity of the wall reinforcing across the wall joints need to be able to accommodate expected thermal and shrinkage movements of the individual wall sections while also providing sufficient strength to meet code requirements.

This is often accomplished by providing a sleeve or by wrapping the continuous reinforcing bars within the wall for a short distance on each side of the joint to provide a slight elasticity to permit small shrinkage movements to occur without inducing high tensile stresses in the bars.

The real meaning of these factors is that clear communication and coordination needs to occur between the designer of the metal building and the designer of the perimeter walls, when any attachment or force transfer is planned. In the absence of communication and a clearly defined scope, it is all too easy for the designer of the metal building to assume that the wall designer will provide the needed elements, and the designer of the wall to assume that the metal building will do likewise, with the result that code-required elements may be missed.

Side Wall Girts Intermediate side wall girts are generally not used with single-story structural concrete masonry walls, since it is simpler and more economical to connect the wall along one line at the top. Page , Table 3. Note: Table 3. A quality control program verified by an outside inspection agency, similar to the AISC MB Certification IAS AC Accreditation program described in Section VI of this Manual, will satisfy this responsibility would be an important indication of the manufacturer's due care in satisfying this responsibility.

Page , Add new section after Section 4. Welding procedures may be prequalified, or may be qualified by test in conformance with AWS D1. The use of one-sided welds are permissible in both the AISC and AWS Specifications, but proper controls on the welding techniques are required to make sure the joint is properly executed.

The web to flange welds in metal buildings are typically not loaded in tension but are primarily loaded in shear. This permits the use of one-sided fillet welds without concerns of rotation about the longitudinal axis of the weld.

However, if the fillet weld is subject to loads that impart significant rotation, stiffeners or other means should be used to preclude this rotational loading on the weld. The development of pull-through automatic welding machines, where the member component web and flanges are pulled past welding nozzles, has greatly contributed to the use of steel in building construction. Economic use of steel for large clear span frames was the initial driving force in the use of welded, web tapered members.

Advanced technology in the form of the pull-through automatic welding machine utilizing one-sided welding has led to the general use of prismatic and web tapered members for all types of rigid frame and braced frame applications. The great majority of these tests were conducted using built-up beams and columns with one-side web-to-flange welds.

Joseph Yura, Professor Emeritus, University of Texas, conducted tests to evaluate the ultimate strength of welded slender-web girders, the interaction of web buckling, local flange buckling and lateral buckling. In this test program, thirty girders foot long were tested to maximum load and beyond to produce very severe buckling deformations. The girders had five different web depths and two different flange thicknesses. All the girders were.

The beams were loaded into the inelastic range of behavior. All the test beams ultimately failed by lateral buckling, local flange buckling or web buckling. The local flange buckling failures, in particular applied a severe loading condition to the one-sided weld but the tests resulted in no change in the 90 degree angle between the flange and the web plates. The one-sided welds ultimately performed very well with no weld failures Ref.

A deviation from the general pattern of the acceptability of one-sided fillet welds occurs when seismic detailing of end plate connections is required for intermediate moment frames. AWS A2. AWS D1. Two AG. Two AH. Manufacturer: The company manufacturing the products specified in this Section [shall have a minimum of [ ] year[s] experience in the manufacture of steel building systems. The metal building systems manufacturer shall be accredited under the International Accreditation Service, Inc.

Page , Section 6. If so, they must rely. International Accreditation Service accredits testing and calibration laboratories, inspection agencies, building departments, fabricator inspection programs and IBC special inspection agencies.

A recognized accreditation body since , IAS is a nonprofit, public benefit corporation. IAS is one of the leading accreditation bodies in the United States and a signatory to several international mutual recognition arrangements MRAs.

The Program examines and certifies accredits the in-place capability of a metal building manufacturer's organization and facilities to meet and, on an ongoing basis, to adhere to the AC Program Criteria requirements regarding administrative policies, procedures, and personnel qualifications, design policies, procedures and practices, material procurement, product traceability, and manufacturing and quality assurance control procedures and practices.

This is verified by IAS and an IAS-accredited a third-party inspection agency on-site inspection to that confirms that the appropriate standards are in place and being applied in actual projects. The ultimate responsibility for the integrity of a metal building system rests with the manufacturer and project design professionals.

Page , Section 7. These energy codes are evolving, becoming more stringent, and being better enforced. Understanding energy conservation requires a basic understanding of the theory, terms, and construction practices to obtain an energy efficient building.

Good planning and proper use of energy conservation principles will pay off in long-term economic gains for the owner, comfort for the occupants, and reductions in maintenance and modification to the building as it ages.

The Energy Design Guide is a synthesis of all of the pertinent information on how to design, construct, and maintain metal buildings to be energy efficient. The assemblies that were tested include columns, interior and exterior wall assemblies, roof ceiling assemblies, joints, and various sprinkler applications which resulted in twelve MBMA sponsored assembly listings.

It specifically addresses steel fire protection for low-rise metal building systems, which is sometimes also referred to as passive protection.

The broad content of this Guide includes essential basic background information for practitioners not familiar with the subject, as well as some advanced guidance and insights for the more experienced users. The Guide also includes a number of additional non-MBMA listings which could be of potential use with typical metal building system construction, either to meet design needs or to expand the range of fire resistive choices. Page , Design No.

X Ratings 1 and 2 Hr. Page , Section 8. Given that the rated walls of metal buildings may need to be located anywhere within the building, they could align to be parallel, perpendicular, or in-line with the roof purlins, as illustrated in Figure 8.

UL and three new UL assembly listings were issued. These head-of-wall HOW or HW joint tests were conducted in accordance with the existing UL ASTM E standard for a head of wall joint in a fire- resistive 1-hr wall, except that a non-rated, non-combustible steel roof assembly, typical of single-story metal building construction, was used in-place of a rated assembly required by these standards.

The joint test assemblies replicated common metal building construction conditions for an unrated unprotected steel roof with purlin inside the wall, as well as being parallel and perpendicular to the wall.

At the end of each test, the unexposed side wall temperatures were substantially below the UL acceptance limits, the ASTM E fire. Figure 8. For this condition, UL was unable to issue an explicit listing for the actual assemblies as tested, that is with an unrated roof, because the current UL ASTM E test standard only covers joints between rated wall and rated floor or roof assemblies. An explanatory UL letter, dated Feb. UL Designs HW-D and HW-D similarly show the construction details for a 1-hour HOW joint for the cases wherein the purlins are oriented parallel and perpendicular to the wall, thereby enveloping all possible single story metal building design conditions.

Readers are referred to the actual listings in the UL Fire Resistance Directory itself for these specific joint assembly its construction details. Several noteworthy aspects of these HOW assemblies include the following:.

The wall joint detail is representative of current and typical metal building construction practices. It is applicable for use with a 1-hr rated gypsum board and steel stud wall assembly in any UL U or V series design 3.

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July This pdf ebook is one of digital edition of Building Showcase. Table 1. For roofs, this exception only applies when the metal sheets have no roof covering. Interior partitions not exceeding 6 feet in height and flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section See Section for glass supports.

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