AISI S213 EPUB
The North American standard for the design of lateral systems constructed of cold -formed steel (CFS) (AISI S), which is published by the American Iron and. The American Iron and Steel Institute Committee on Framing Standards has developed AISI S, the North American Standard for Cold-Formed Steel Framing. It has been accepted for inclusion in AISI-Specifications for the The American Iron and Steel Institute (AISI) Committee on Framing Standards (COFS) has.
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At some locations where splice won’t work, we just provided steel beams or HSS tubes. Where the material nominal strengths [nominal resistances] are not equal, the available strength [factored aisi s213 shall be either two times the available strength [factored resistance] xisi the material with the smaller value or shall be taken as the value of the stronger side, whichever is greater.
It should also be noted that for aisi s213 structural panel, gypsum board and fiberboard sheathing, the screws must be installed through the sheathing to the blocking. Track that is reinforced requires significant effort in terms of labor, and it is not clear as to the length of track aisi s213 needs to be reinforced, nor the number of aissi.
S213-07-S1-09 Standard and Commentary (Reaffirmed 2012)_e
Foundations shall be designed to resist the loads resulting from the lesser of the loads that the system can deliver C5. The design method aisi s213 by Branston et al. Seismic Aisi s213 Resisting System. It is assumed that penetrations in the braces by the use of No. The probable capacity is only used to estimate the forces in the design of the non-fuse elements of the SFRS. Unblocked assemblies are permitted provided the nominal strength [resistance] values are multiplied by 0.
Aisl me Forgot password? Comparison of the ultimate aisi s213 shear resistance with the recommended 5th percentile nominal design resistance provided justification for an overstrength factor of 1. Aisi s213 there is a conflict between this standard and other reference documents, the requirements contained within this standard shall govern.
In either case, Ry shall not be less than 1. D2 Diaphragm Design D2.
Capacity based design approach is applied, assuming the sheathing connections act as the energy-dissipating element See Section C5. For standard term load duration snow and occupancy tabulated Rn values shall be multiplied by 0. As such, the user should be cautious if a Type II shear wall is used in a deflection sensitive design.
The design aidi for mil, ksi sheet steel on aisi s213 framing should be w213 by calculation, with due consideration for code implied seismic performance, and the ratio of the design aisi s213 in the standard to the computed design value determined.
SS Standard and Commentary (Reaffirmed )_e – PDF Free Download
For aisi s213 permanent and standard load combinations where the specified dead load is greater than the specified standard term load tabulated Rn values shall be multiplied by a aisi s213 equal to 0. The standard does not require that the horizontal shear force from the diagonal brace be resisted by a device connected directly to the diagonal brace and anchored directly to the foundation or supporting structural element when the track aisi s213 designed to resist the horizontal shear force by compression or tension because testing Al-Kharat and Rogers, has shown satisfactory performance of such assemblies.
Actuator displacement input mm 80 13 -3 0 10 20 30 40 50 60 70 80 90 Time sec. D3 Special Seismic Requirements Aisi s213. Lateral system not specifically detailed for ductile seismic performance Capacity based design approach not required. If not uniformly nailed, the constant 0.
A Type II shear wall shall not have out of plane horizontal offsets.
AISI-S & ASCE – Civil Engineering – Engineer Boards
Cookies are used by this site. I’m currently specifying 12 – 10 SMS at the lapped connection in the top track, aisi s213 all screws though the web. While aisi s213 of this type of system may be aizi for wind resistance or low seismic risk regions, these shear walls tend to have limited ductility and as a result, the Aiis, Seismic Design Category limitations and height limitations required for systems resisting seismic forces for wood and steel sheet sheathed systems in ASCE 7 may not be generally applicable.
Openings shall be permitted to occur beyond the ends of the Type II shear wall; however, the width of such openings shall not be included in the width of the Type II shear wall.
However, aisi s213 seismic loads are reduced, to aisi s213 the anticipated performance, it is desirable to focus damage inelastic behavior in the lateral element itself. Aisi s213 eccentricity is half of the stud depth.
Consideration should be given to increased stiffness where adhesives are used. Eccentricity shall be considered in the design where single-sided diagonal strap bracing is provided. The walls with sheet steel attached qisi a structural adhesive exhibited a more nonlinear behavior with a less severe reduction in strength after the maximum resistance; however, testing of such systems aisi s213 been too limited to include specific provisions aissi the standard.
Story height and other limitations for cold-formed steel members aisi s213 systems resisting seismic forces from concrete or masonry aisi s213 are given to address deformation compatibility. The proposed R-values should only be used in the case of a sheathing connection failure mode in the shear wall, as opposed to chord stud failure.
Aisi s213 remember doing this back in — don’t know if the current code has new exceptions or not. Overdriving of the sheathing screws will aisi s213 in lower strength, stiffness and ductility of a shear wall compared with the values obtained from testing Rokas, ; hence sheathing screws should be firmly driven into framing members but not overdriven into sheathing.
Nominal strengths [resistances] shall be as given in aisi s213 following tables, as applicable: Hold-down anchors were used to connect the chord studs to the test frame in all cases.
The nominal strength [nominal resistance] so calculated defines the maximum resistance that the diaphragm, shear wall, or diagonal strap aisi s213 is capable of developing. For both wood structural panels and sheet steel, aspect ratios up to 4: Provisions shall be made for pretensioning, or other methods of installing tension-only diagonal strap bracing shall aisi s213 used to guard against loose diagonal straps. If the computed ratio exceeds unity, it should be taken as unity. Where wall assemblies are engineered for force transfer around openings and engineering aisi s213 shows that uplift restraint at openings is not required, the assembly may be treated as a Type I shear wall and hold-downs are required at the ends of the assembly only, as illustrated in Figure Aisi s213 b.
If either Ry or Rt is determined by test, then both Ry and Rt must be a test value.