Basic Theory of Plates and Elastic Stability - Part 26 pdf

... by σ N i = φ   −1  F i  X ∗ i  f i  X ∗ i  (26. 47) µ N i = X ∗ i −  −1  F i  X ∗ i  σ N i (26. 48) in which F i (·) and f i (·) are the non-normal CDF and PDF, respectively, φ(·) = standard normal PDF, and  −1 (·) = inverse standard ... standard deviation of 4 ft-kips. The load, P , is a random var iable with mean of 4 kips and standard deviation of 1 kip. Co...

Ngày tải lên: 22/07/2014, 18:22

... Retaining Walls / 265 Lateral Pressure of Cohesionless Soils / 266 Lateral Pressure of Cohesive Soils / 267 Water Pressure / 268 Lateral Pressure from Surcharge / 268 Stability of Slopes / 269 Bearing ... 149 Modulus of Elasticity of Concrete / 150 Tensile Strength of Concrete / 151 Reinforcing Steel / 151 Continuous Beams and One-Way Slabs / 151 Design Methods for...

Ngày tải lên: 22/07/2014, 18:22

... lengths of 45 m, 75 m (between Pier 149 and 150), and 45 m. Pier 149 is a 10-m tall × 3.5-m square, reinforced-concrete, single-column bent supported on a 12-m square pile cap. Pier 150 is a 9.1-m ... long, two-level structure with a cast-in-place, reinforced-concrete, box-girder super- structure with spans of 68 to 90 ft. The substructure was multi-column bents with many different co...

Ngày tải lên: 22/07/2014, 18:22

... al. 1984. Canadian Implementation of CIDECT Monograph 6, IIW Doc. XV-E- 8 4-0 72. [11] Paul, J.C. 1992. The Ultimate Behavior of Multiplanar TT- and KK-Joints Made of Circular Hollow Sections, Ph.D. ... modes of general collapse in addition to ovalizing: beam bending of the chord (in T-connection tests), beam shear (in the gap of K-connections), transverse crippling of the m...

Ngày tải lên: 22/07/2014, 18:22

... the types ofgeometric imperfectionsare out -of- straightness andout -of- c  1999 by CRC Press LLC FIGURE 28.29: Top and seat angle connection details. FIGURE 28.30: Comparison of moment-rotation ... bolt) d = depthofbeam l a = length of web angle t a = thickness of web angle k a = k value of web angle g a = gauge of web angle Note: (1) Top- and seat-angle connections need line...

Ngày tải lên: 22/07/2014, 18:22

... LLC PassiveEnergyDissipationand ActiveControl T.T.Soongand G.F.Dargush DepartmentofCivilEngineering, StateUniversityofNewYork atBuffalo,Buffalo,NY 27.1Introduction 27.2BasicPrinciplesandMethodsofAnalysis Single-Degree -of- FreedomStructuralSystems • Multi- Degree -of- FreedomStructuralSystems • EnergyFormulations • Energy-BasedDesign 27.3RecentDevelopmentandApplications PassiveEnergyDissipati...

Ngày tải lên: 22/07/2014, 18:22

... Timoshenko, S. and J.N. Goodier. 1951. Theory of Elasticity. McGraw-Hill, New York. [42] Watkins, R.K. and M.G. Spangler. 1958. Some Characteristics of the Modulus of Passive Resis- tance of Soil: ... fiberglass-resin matrix utilizes cementofpolymermortar incorporated into thestructure toaddstiffnessandreducecostofmaterials. ASTM standards D 3262 [9], D3517 [10], and D3754 [11]...

Ngày tải lên: 22/07/2014, 18:22

... shows the crack-like notch formed by the combination of a lack -of- fusion defect and the unfused edge of the backing bar. On a cross-section at the deepest point of the lack -of- fusion defect, ... beam-flange-to-column joint of a WSMF that fractured in the Northridge earthquake, showing the lack -of- fusion defect in the center of the weld. indicate that the fractures originate i...

Ngày tải lên: 22/07/2014, 18:22

... Base of Steel Beam-to-Column Connections, Vol. 1 & 2, Structural Engineering Report No. CE-STR-8 6-2 6, School of Civil Engineer ing, Purdue University, West Lafayette, IN. [21] Leon, R.T. and ... [22], (Chapter 6 of [29]). The chapter begins with discussions of both the development of M-θ curves and the effect of PR connections on frame analysis and design. A clear un...

Ngày tải lên: 22/07/2014, 18:22

... = area of flange connected by the weld y = distance from the neutral axis of the whole section to the center of gravity of the flange I = moment of inertia of the whole section n = number of welds ... back gouged to sound material. The root of the weld joint is always the most problem-prone region. The center of the length of the bottom beam-flange-to-column weld is difficult...

Ngày tải lên: 22/07/2014, 18:22