# Design of Beams and Other Flexural Members per AISC LRFD 3rd Edition (2001)

Save this PDF as:

Size: px
Start display at page:

Download "Design of Beams and Other Flexural Members per AISC LRFD 3rd Edition (2001)"

## Transcription

1 PDHonline Course S165 (4 PDH) Design of Beams and Other Flexural Members per AISC LRFD 3rd Edition (2001) Instructor: Jose-Miguel Albaine, M.S., P.E PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA Phone & Fax: An Approved Continuing Education Provider

2 Design of Beams and Other Flexural Members AISC LRFD 3 rd Edition (2001) Jose-Miguel Albaine, M.S., P.E. COURSE CONTENT 1. Bending Stresses and Plastic Moment The stress distribution for a linear elastic material considering small deformations is as shown on Figure No. 1. The orientation of the beam is such that bending is about the x-x axis. From mechanics of materials, the stress at any point can be found as: f b = M y I x (Eq. 1) where M is the bending moment at the cross section, y is the distance from the neutral axis to the point under consideration, and I x is the moment of inertia of the area of the cross section. Equation 1 is based on the following assumptions: 1) Linear distribution of strains from top to bottom 2) Cross sections that are plane before bending remain plane after bending 3) The beam section must have a vertical axis of symmetry Page 1 of 25

3 4) The applied loads must be in the longitudinal plane containing the vertical axis of symmetry otherwise a torsional twist will develop along with the bending A B V M R A Applied load in the vertical axis of symmetry f b x y c x y M FIGURE 1 The maximum stress will occur at the extreme fiber, where y is at a maximum. Therefore there are two maxima: maximum compressive stress in the top fiber and maximum tensile stress in the bottom fiber. If the neutral axis is an axis of symmetry, these two stresses are equal in magnitude. The maximum stress is then given by the equation: f max = M c I x = M I x / c M = (Eq. 2) S x Page 2 of 25

4 Where c is the distance from the neutral axis to the extreme fiber, and S x is the elastic section modulus of the cross section. Equations 1 and 2 are valid as long as the loads are small enough that the material remains within the elastic range, or that f max does not exceed F y, the yield strength of the beam. The bending moment that brings the beam to the point of yielding is given by: M y = F y S x (Eq. 3) In Figure No. 2, a simply supported beam with a concentrated load at midspan is shown at successive stages of loading. Once yielding begins, the distribution of stress on the cross section is no longer linear, and yielding progresses from the extreme fiber toward the neutral axis. The yielding region also extends longitudinally from the center of the beam as the bending moment reaches M y at more locations. In Figure 2b yielding has just begun, in Figure 2c, yielding has progressed to the web, and in Figure 2d the entire section has reached the yield point. The additional moment to bring the beam from stage b to d is, on average, about 12% of the yield moment, M y, for W-shapes. After stage d is reached, any further load increase will cause collapse. A plastic hinge has been formed at the center of the beam. The plastic moment which is the moment required to form the plastic hinge is computed as: M p = F y Z x (Eq. 4) where Z x is the plastic section modulus and is defined as shown on Figure No. 3. Page 3 of 25

5 Moment Diagram f < F y (a) f = F y (b) F y (c) F y (d) Figure 2 Page 4 of 25

6 The tensile and compressive stress resultants are depicted, showing that A c has to be equal to A t for the section to be in equilibrium. Therefore, for a symmetrical W-shape, A c = A t = A /2, and A is the total cross sectional area of the section, and the plastic section modulus can be found as: M p = F y (A c ) a = F y (A t ) a = F y (A/2) a = F y Z x (Eq. 5) Z x = A 2 a y F y Plastic Neutral Axis C = A c F y x x a y F y Figure 3 2. AISC LRFD 3 rd Edition November 2001 Load and resistance factor design (LRFD) is based on a consideration of failure conditions rather than working load conditions. Members and its connections are selected by using the criterion that the structure will fail at loads substantially higher than the working loads. Failure means either collapse or extremely large deformations. Load factors are applied to the service loads, and members with their connections are designed with enough strength to resist the factored loads. Furthermore, the theoretical strength of the element is reduced by the application of a resistance factor. The equation format for the LRFD method is stated as: Page 5 of 25

7 Where: Q i = a load (force or moment) Σγ i Q i = φ R n (Eq. 6) γ i = a load factor (LRFD section A4 Part 16, Specification) R n = the nominal resistance, or strength, of the component under consideration φ = resistance factor (for beams given in LRFD Part 16, Chapter F) The LRFD manual also provides extensive information and design tables for the design of beams and other flexural members. 3. Stability of Beam Sections As long as a beam remain stable up to the fully plastic condition as depicted on Figure 2, the nominal moment strength can be taken as the plastic moment capacity as given in Equations 4 and 5. Instability in beams subject to moment arises from the buckling tendency of the thin steel elements resisting the compression component of the internal resistance moment. Buckling can be of a local or global nature. Overall buckling (or global buckling) is illustrated in Figure 4. Lateral Buckling Twisting Figure 4 When a beam bends, the compression zone (above the neutral axis) is similar to a column and it will buckle if the member is slender enough. Since the web is connected to the compression flange, the tension zone provides some restraint, and the outward deflection (lateral buckling) is accompanied by Page 6 of 25

8 twisting (torsion). This mode of failure is called lateral-torsional buckling (LTB). Lateral-torsional buckling is prevented by bracing the beam against twisting at sufficient intervals as shown on Figure 5. LATERAL BRACING Cross Brace Diaphragm TORSIONAL BRACING Figure 5 The capacity of a beam to sustain a moment large enough to reach the fully plastic moment also depends on whether the cross-sectional integrity is maintained. This local instability can be either compression flange buckling, called flange local buckling (FLB), or buckling of the compression part of the web, called web local buckling (WLB). The local buckling will depend on the width-thickness ratio of the compressed elements of the cross section. 4. Compact, Noncompact and Slender Sections The classification of cross-sectional shapes is found on AISC Section B5 of the Specification, Local Buckling, in Table B.5.1. For I- and H-shapes, the ratio of the projecting flange (an unstiffened element) is b f / 2t f, and the ratio for the web (a stiffened element) is h / t w, see Figure 6. Page 7 of 25

9 b f t f h t w Width-Thickness Dimensions Figure 6 Defining, λ = width-thickness ratio λ p = upper limit for compact sections λ r = upper limit for noncompact sections Then, If λ λ p and the flange is continuously connected to the web, the shape is compact If λ p < λ λ r, the shape is noncompact λ > λ r, the shape is slender The following Table summarizes the criteria of local buckling for hot-rolled I- and H-shapes in flexure. Page 8 of 25

10 TABLE 1 Element λ λ p λ r Flange b f 0.38 E 0.83 E 2 t f F y F y - 10 Web h t w 3.76 E 5.70 F y E F y 5. Bending Strength of Compact Shapes A beam can fail by reaching the plastic moment M p and becoming fully plastic, or it can fail by: a) Lateral-Torsional buckling (LTB), either elastically or inelastically; b) Flange local buckling (FLB), elastically or inelastically; c) Web local buckling (WBL), elastically or inelastically. When the maximum bending stress is less than the proportional limit, the failure is elastic. If the maximum bending stress is larger than the proportional limit, then the failure is said to be inelastic. The discussion in this course will be limited to only hot-rolled I- and H- shapes. The same principles discussed here apply to channels bent about the strong axis and loaded through the shear center (or restrained against twisting). Compact shapes are those shapes whose webs are continuously connected to the flanges and that meet the following width-thickness ratio requirement for both flanges and web: b f 0.38 E h and 2 t f F y t w 3.76 E F y Page 9 of 25

11 Note that web criteria is satisfied by all standard I- and C-shapes listed in the Manual of Steel Construction, and only the flange ratio need to be checked. Most shapes will also meet the flange requirement and thus will be classified as compact. If the beam is compact and has continuous lateral support (or the unbraced length is very short), the nominal moment strength M n is equal to the full plastic moment capacity of the section, M p. For members with inadequate lateral support, the moment capacity is limited by the lateraltorsional buckling strength, either elastic or inelastic. Therefore, the nominal moment strength of lateral laterally supported compact sections is given by M n = M p (Eq. 7; AISC F1-1) Where M p = F y Z x 1.5 M y M p is limited to 1.5 M y to avoid excessive working-load deformations and F y Z x 1.5 F y S x or Z x /S x = 1.5 Where S = elastic section modulus and for channels and I- and H-shapes bent about the strong axis, Z x / S x will always be 1.5. The flexural design strength of compact beams, laterally supported is given by: φ b M n = φ b F y Z x φ b 1.5 Fy S x (Eq. 8) and φ b = 0.90 Example 1 A W 16 x 36 beam of A992 steel (F y = 50 ksi) supports a concrete floor slab that provides continuous lateral support to the compression flange. The service dead load is 600 lb/ft, and the service live load is 750 lb/ft. Find the design moment strength of the beam? Page 10 of 25

12 w D = 600 lb/ft w L = 750 lb/ft 28 ' Solution Cross-sectional properties of the beam (LRFD Part1, Table 1-1): b f = 6.99 in. t f = 0.43 in. d = 15.9 in. t w = in. Z x = 64.0 in 3 S x = 56.5 in 3 The total service dead load, including the beam weight is W D = = 636 lb/ft The maximum bending moment for a simply supported beam, loaded with a uniformly distributed load, M MAX = w L 2 / 8 The factored applied load, W u = 1.2 (636) (750) = 1,963 lb/ft and M u = (28) 2 / 8 = k-ft Check for compactness: b f 2 t f = = 9.15 the flange is compact h t w 3.76 E F y for all shapes in the AISC Manual Page 11 of 25

13 W 16 x 36 is compact for F y = 50 ksi Since the beam is compact and laterally supported, M n = M p = F y Z x = 50 x 64.0 = 3,200 in.-kips = ft-kips Check for M p 1.5 M y Z x 64 = = S x 56.5 φ b M n = 0.90 (266.7) = ft-kips > ft-kips (OK) 1. Bending Strength of Beams Subject to Lateral-Torsional Buckling When the unbraced length, L b (the distance between points of lateral support for the compression flange), of a beam is less than L p, the beam is considered fully lateral supported, and M n = M p as described in the preceding section. The limiting unbraced length, L p, is given for I-shaped members by equation (9) below: L p = 1.76 r y E F yf (Eq. 9 ; AISC F1-4) where, r y = radius of gyration about the axis parallel to web, y-axis E = Modulus of Elasticity, ksi F yf = Yield stress of the flanges, ksi If L b is greater than L p but less than or equal to L r, the bending strength of the beam is based on inelastic lateral-torsional buckling (LTB). If L b is greater than L r, the bending strength is based on elastic lateral-torsional buckling (see Figure 7). Page 12 of 25

14 M n M p M r L b No Instability L p L r Inelastic Elastic LTB LTB Figure 7 For Doubly Symmetric I-shapes and Channels with L b L r : The nominal flexural strength is obtained from; M n = C b M p - (M p - M r ) L b - L p L r - L p M p (Eq. 10 ; AISC F1-2)) C b is a modification factor for non-uniform moment diagrams, and permitted to be conservatively taken as 1.0 for all cases (see AISC LRFD manual equation F1-3 for actual value of C b ). The terms L r and M r are defined as: L r = r y X 1 F L X 2 F L 2 (Eq. 11 ; AISC F1-6) M r = F L S x (Eq. 12 ; AISC F1-7) Page 13 of 25

15 For Doubly Symmetric I-shapes and Channels with L b > L r : The nominal flexural strength is obtained from; M n = M cr M p (Eq. 13 ; AISC F1-12) and M cr = C b π L b EI y GJ + π L b E 2 I y C w (Eq. 14 ; AISC F1-13) Written also as: S x M cr = C b L b / r y X X 1 2 X 2 2 (L b / r y ) 2 where, X 1 = π S x EGJA 2 (Eq. 15 ; AISC F1-8) X 2 = 4 C w S x I y GJ 2 (Eq. 16 ; AISC F1-9) S x = section modulus about major axis, in 3 G = Shear modulus of elasticity of steel, 11,200 ksi F L = smaller of (F yf F r ) or F yw, ksi F r = compressive residual stress in flange; 10 ksi for rolled shapes, 16.5 ksi for welded built-up shapes F yf = yield stress of flange, ksi F w = yield stress of web, ksi A = cross-sectional area, in 2 J = torsional constant, in 4 I y = moment of inertia about y-axis, in. 4 C w = warping constant, in 6 Page 14 of 25

16 Rarely a beam exists with its compression flange entirely free of all restraint. Even when it does not have a positive connection to a floor or roof system, there is friction between the beam flange and the element that it supports. Figure 8 shows types of definite lateral support, and Fig. 9 illustrates the importance to examine the entire system, not only the individual beam for adequate bracing. Metal deck with concrete slab Shear connector Welded Figure 8 Open web joists B B A a) Ineffective lateral bracing b) Effective lateral bracing A Figure 9 As shown on Figure 9.a, beam AB is laterally supported with a cross beam framing in at midspan, but buckling of the entire system is still possible unless the system is braced as depicted on Fig. 9.b. Page 15 of 25

17 7. Moment Gradient and Modification Factor C b The nominal moment strength given by equations 10 and 14 can be taken conservatively using C b = 1.0, and it s based on an uniform applied moment over the unbraced length. Otherwise, there is a moment gradient, and the modification factor C b adjust the moment strength for those situations where the compressive component on the flange element varies along the length. The factor C b is given as: C b = 12.5 M max 2.5 M max + 3 M A + 4 M B + 3 M c (Eq. 17 ; AISC F1-3) where: M max = absolute value of the maximum moment within the unbraced length (including the end points) M A = absolute value of the moment at the quarter point of the unbraced length M B = absolute value of the moment at the midpoint of the unbraced length M C = absolute value of the moment at the three-quarter point of the unbraced length Figure 10 shows typical values for C b based on loading conditions and lateral support locations for common conditions. Refer to Table 5-1 in Part 5 of the AISC Manual for additional cases. Page 16 of 25

18 L b = L C b = 1.14 L b = L / 2 C b = 1.30 (a) (b) L b = L C b = 1.32 L b = L / 2 C b = 1.67 (c) (d) Indicate points of lateral support for the compression flange Figure 10 Example 2 Determine the design strength φ b M n for a W18 x 50 beam, ASTM A992 (F y = 50 ksi, F u = 65 ksi). a. continuous lateral support b. unbraced length = 15 ft., C b = 1.0 c. unbraced length = 15 ft., C b = 1.32 Page 17 of 25

19 Section Properties taken from Part 1 of the AISC Manual (LRFD, 3 rd Edition): A = 14.7 in 2 d = 18.0 in t w =0.355 in b f = 7.50 in t f = 0.57 in b f / 2 t f = 6.57 S x = 88.9 in 3 Z x = 101 in 3 r y =1.65 in. X 1 =1920 X 2 = x 10 6 Solution a. Check whether this shape is compact, non-compact, or slender: b f 2 t f = = 9.15 This shape is compact and as stated previously all shapes in the Manual meet web compactness. Thus, M n = M p = F y Z x = 50(101) = 5,050 in.-kips = ft-kips Answer: φ b M n = 0.90(420.8) = ft-kips b. L b = 15 ft. and C b = 1.0 Compute L p and L r, using equations 9 and 11 below: L p = 1.76 r y E F yf L r = r y X 1 F L X 2 F L 2 Or, both of these values are given in Tables 5-2 and 5-3, Part 5 of the ASIC Manual: L p = 5.83 ft. and L r =15.6 ft Since L p = 5.83 ft. < L b = 15 ft and L b = 15 ft. < L r = 15.6 ft, the moment strength is based on inelastic Lateral-Torsional Buckling, Page 18 of 25

20 M r = (F y F r ) S x = (50 10) 88.9 / 12 = ft.-kips M n = C b M p - (M p - M r ) L b - L p L r - L p M p M n = ( ) = ft-kips ft-kips c. L b = 15 ft. and C b = 1.32 Answer: φ b M n = 0.90(303.9) = ft-kips The design strength for C b = 1.32 is 1.32 times the strength for C b = 1.0, then: M n = 1.32(303.9) = ft-kips M p = ft-kips Answer: φ b M n = 0.90(361.1) = ft-kips Part 5 of the Manual of Steel Construction, Design of Flexural Members contains many useful graphs, and tables for the analysis and design of beams. For example, the following value for a listed shape is given in Tables 5-2 and 5-3, for a W18 x 50: M p - M φ r b BF = φ b = 11.5 L r - L p thus, φ b M n can be written as: φ b M n = C b φ b M p - BF (L b - L p ) φ b M p (Eq. 18) Example 3 A simply supported beam with a span length of 35 feet is laterally supported at its ends only. The service dead load = 450 lb/ ft (including the weight of the beam), and the live load is 900 lb/ft. Determine if a W12 x 65 shape is adequate. Use ASTM A992 (F y = 50 ksi, F u = 65 ksi). Page 19 of 25

21 L = 35 ft The factored load and moment are: W u = 1.2 (450) (900) = 1,980 lb/ft M u = w u L 2 / 8 = 1.98 (35) 2 / 8 = ft-kips W 12 x 65 - Section Properties taken from Part 1 of the AISC Manual (LRFD, 3 rd Edition): A = 19.1 in 2 d = 12.1 in t w =0.39 in b f = 12.0 in t f = in b f / 2 t f = 9.92 S x = 87.9 in 3 Z x = 96.8 in 3 r y =3.02 in. X 1 =2940 X 2 = 1720 x 10 6 Solution Check whether this shape is compact, non-compact, or slender: = b f 2 t f = 9.92 = p = E r = = F y - F r ,000 = Since, p This shape is noncompact. Check the capacity based on the limit state of flange local buckling: M p = F y Z x = 50(96.8) / 12 = ft.-kips r Page 20 of 25

22 M r = (F y F r ) S x = (50 10) 87.9 / 12 = ft-kips M n = M p - (M p - M r ) - - r p p M n = ( ) = ft.-kips Check the capacity based on the limit state of lateral-torsional buckling: Obtain L p and L r, using equations 9 and 11 (on pages 13 & 14) or from Tables 5-2 or 5-3 from the LRFD manual Part 5: L p = 11.9 ft and L r = 31.7 ft L b = 35 ft > L r = 31.7 ft Beam limit state is elastic lateral-torsional buckling From Part 1 of the manual, for a W12 x 65: I y = 174 in 4 J = 2.18 in 4 C w = 5,770 in 6 For a uniformly distributed load, simply supported beam with lateral support at the ends, C b = 1.14 (see Fig. 10) From equation 14 (AISC F1-13): M cr = C b L b π 2 π E EI y GJ + I y C w M p L b M cr = 1.14 π 35(12) 29,000(174)(11,200)(2.18) + π x 29, x 12 2 (174) (5,770) M cr = 1.14 (3,088) = 3,520 in.-kips = 293 ft.-kips Page 21 of 25

23 M p = ft.-kips > 293 ft.-kips OK Answer: φ b M n = 0.90(293) = 264 ft-kips As φ b M n = 264 ft.-kips < M u = ft.-kips, this shape is not adequate for the given loading and support condition. Note: Tables 5-2 and 5-3 in the AISC manual Part 5, facilitates the identification of noncompact shapes with marks on the shapes that leads to the footnotes. 8. Shear Design for Rolled Beams The shear strength requirement in the LRFD is covered in Part 16, section F2, and it applies to unstiffened webs of singly or doubly symmetric beams, including hybrid beams, and channels subject to shear in the plane of the web. The design shear strength shall be larger than factored service shear load, applicable to all beams with unstiffened webs, with h / t w 260 (see figure 6) φ v Vn V u (Equation 19) The three basic equations for nominal shear strength V n are given in LRFD as follow: For unstiffened webs, with h /t w 260 the design shear strength is φ v Vn where: φ v = 0.90 and V n is given as: a) No web instability; For h / t w 2.45 E / F yw Vn = 0.6 F yw A w Page 22 of 25 ( Eq. 20 ; AISC F2-1)

24 b) Inelastic web buckling; For 2.45 E / F yw h / t w 3.07 E / F yw Vn = 0.6 F yw A w 2.45 E / F yw h / t w ( Eq. 21 ; AISC F2-2) c) For the limit state is elastic web 3.07 E / F yw h / t w 260 buckling Vn = A w 4.52 E (h / t w ) 2 (Eq. 22 ; AISC F2-3) The web area A w is taken as the overall depth d times the web thickness, t w ; t w d A w = d x t w The general design shear strength of webs with or without stiffeners is covered in the AISC LRFD, Appendix F2.2. Shear is rarely a problem in rolled steel beam used in ordinary steel construction. The design of beams usually starts with determining the flexural strength, and then to check it for shear. Example 4 Page 23 of 25

25 A simply supported beam with a span length of 40 feet has the following service loads: dead load = 600 lb/ ft (including the weight of the beam), and the live load is 1200 lb/ft. Using a S18 x 54.7 rolled shape, will the beam be adequate in shear? Material specification: ASTM A36 (F y = 36 ksi, F u = 58 ksi). Solution The factored load and shear are: W u = 1.2 (600) (1,200) = 2,640 lb/ft V u = w u L / 2 = 2.64 (40) / 2 = 52.8 kips S 18 x Section Properties taken from Part 1 of the AISC Manual (LRFD, 3 rd Edition): d = 18 in t w =0.461 in h / t w = E / F yw = ,000 /36 = Since h / t w = 33.2 is < 69.54, the shear strength is governed by shear yielding of the web V n = 0.60 F yw A w = 0.6(36)(18)(0.461) = kips φ v Vn = 0.90(179.2) = > 52.8 kips (OK) The section S 18 x 54.7 is adequate in resisting the design shear 9. Deflection Considerations in Design of Steel Beams In many occasions the flexibility of a beam will dictate the final design of such a beam. The reason is that the deflection (vertical sag) should be limited in order for the beam to function without causing any discomfort or perceptions of unsafety for the occupants of the building. Deflection is a serviceability limit state, so service loads (unfactored loads) should be used to check for beam deflections. The AISC specification provides little guidance regarding the appropriate limit for the maximum deflection, and these limits are usually found in the Page 24 of 25

26 governing building code, expressed as a fraction of the beam span length L, such as L/240. The appropriate limit for maximum deflection depends on the function of the beam and the possibility of damage resulting from excessive deflections. The AISC manual provides deflection formulas for a variety of beams and loading conditions, in Part 5, Design of Flexural Members. Course Summary: This course has presented the basic principles related to the design of flexural members (beams) using the latest edition of the AISC, Manual of Steel Construction, Load Resistance Factor Design, 3 rd Edition. The items discussed in this course included: general requirements for flexural strength, bending stress and plastic moment, nominal flexural strength for doubly symmetric shapes and channels, compact and noncompact sections criteria, elastic and inelastic lateral-torsional buckling bent about their major axis, and shear strength of beams. The complete design of a beam includes items such as bending strength, shear resistance, deflection, lateral support, web crippling and yielding, and support details. We have covered the major issues in the design of rolled shape beams, such as bending, shear and deflection. References: 1. American Institute of Steel Construction, Manual of Steel Construction, Load Resistance Factor Design, 3 rd Edition, November American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE Charles G. Salmon and John E. Johnson, Design and Behavior of Steel Structures, 3 rd Edition 4. William T. Segui, LRFD Steel Design, 3 rd Edition Page 25 of 25

### ARCH 331 Structural Glossary S2014abn. Structural Glossary

Structural Glossary Allowable strength: Nominal strength divided by the safety factor. Allowable stress: Allowable strength divided by the appropriate section property, such as section modulus or cross

### Design of Steel Structures Prof. S.R.Satish Kumar and Prof. A.R.Santha Kumar. Fig. 7.21 some of the trusses that are used in steel bridges

7.7 Truss bridges Fig. 7.21 some of the trusses that are used in steel bridges Truss Girders, lattice girders or open web girders are efficient and economical structural systems, since the members experience

### ETABS. Integrated Building Design Software. Composite Floor Frame Design Manual. Computers and Structures, Inc. Berkeley, California, USA

ETABS Integrated Building Design Software Composite Floor Frame Design Manual Computers and Structures, Inc. Berkeley, California, USA Version 8 January 2002 Copyright The computer program ETABS and all

### SECTION 3 DESIGN OF POST TENSIONED COMPONENTS FOR FLEXURE

SECTION 3 DESIGN OF POST TENSIONED COMPONENTS FOR FLEXURE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: TREY HAMILTON, UNIVERSITY OF FLORIDA NOTE: MOMENT DIAGRAM CONVENTION In PT design,

### SPECIFICATIONS, LOADS, AND METHODS OF DESIGN

CHAPTER Structural Steel Design LRFD Method Third Edition SPECIFICATIONS, LOADS, AND METHODS OF DESIGN A. J. Clark School of Engineering Department of Civil and Environmental Engineering Part II Structural

### Reinforced Concrete Design

FALL 2013 C C Reinforced Concrete Design CIVL 4135 ii 1 Chapter 1. Introduction 1.1. Reading Assignment Chapter 1 Sections 1.1 through 1.8 of text. 1.2. Introduction In the design and analysis of reinforced

### Nueva Edición del libro clásico para estudiantes de grado.

Nueva Edición del libro clásico para estudiantes de grado. Ha aparecido la quinta edición del que ya se ha convertido en uno de los libros más vendidos de Diseño de estructuras de Acero para su uso en

### Technical Notes 3B - Brick Masonry Section Properties May 1993

Technical Notes 3B - Brick Masonry Section Properties May 1993 Abstract: This Technical Notes is a design aid for the Building Code Requirements for Masonry Structures (ACI 530/ASCE 5/TMS 402-92) and Specifications

### SECTION 3 DESIGN OF POST- TENSIONED COMPONENTS FOR FLEXURE

SECTION 3 DESIGN OF POST- TENSIONED COMPONENTS FOR FLEXURE DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: TREY HAMILTON, UNIVERSITY OF FLORIDA NOTE: MOMENT DIAGRAM CONVENTION In PT design,

### Concrete Frame Design Manual

Concrete Frame Design Manual Turkish TS 500-2000 with Turkish Seismic Code 2007 For SAP2000 ISO SAP093011M26 Rev. 0 Version 15 Berkeley, California, USA October 2011 COPYRIGHT Copyright Computers and Structures,

### APPENDIX H DESIGN CRITERIA FOR NCHRP 12-79 PROJECT NEW BRIDGE DESIGNS

APPENDIX H DESIGN CRITERIA FOR NCHRP 12-79 PROJECT NEW BRIDGE DESIGNS This appendix summarizes the criteria applied for the design of new hypothetical bridges considered in NCHRP 12-79 s Task 7 parametric

### SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED

SECTION 5 ANALYSIS OF CONTINUOUS SPANS DEVELOPED BY THE PTI EDC-130 EDUCATION COMMITTEE LEAD AUTHOR: BRYAN ALLRED NOTE: MOMENT DIAGRAM CONVENTION In PT design, it is preferable to draw moment diagrams

### STEEL BUILDINGS IN EUROPE. Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design of composite beams

STEEL BUILDINGS IN EUROPE Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design of Multi-Storey Steel Buildings Part 10: Guidance to developers of software for the design

### A transverse strip of the deck is assumed to support the truck axle loads. Shear and fatigue of the reinforcement need not be investigated.

Design Step 4 Design Step 4.1 DECK SLAB DESIGN In addition to designing the deck for dead and live loads at the strength limit state, the AASHTO-LRFD specifications require checking the deck for vehicular

### ETABS. Integrated Building Design Software. Concrete Frame Design Manual. Computers and Structures, Inc. Berkeley, California, USA

ETABS Integrated Building Design Software Concrete Frame Design Manual Computers and Structures, Inc. Berkeley, California, USA Version 8 January 2002 Copyright The computer program ETABS and all associated

### Introduction. Background

Introduction Welcome to CFS, the comprehensive cold-formed steel component design software. The endless variety of shapes and sizes of cold-formed steel members, combined with the complex failure modes

### How to Design Helical Piles per the 2009 International Building Code

ABSTRACT How to Design Helical Piles per the 2009 International Building Code by Darin Willis, P.E. 1 Helical piles and anchors have been used in construction applications for more than 150 years. The

NEESR SG: Behavior, Analysis and Design of Complex Wall Systems The laboratory testing presented here was conducted as part of a larger effort that employed laboratory testing and numerical simulation

### Detailing of Reinforcment in Concrete Structures

Chapter 8 Detailing of Reinforcment in Concrete Structures 8.1 Scope Provisions of Sec. 8.1 and 8.2 of Chapter 8 shall apply for detailing of reinforcement in reinforced concrete members, in general. For

S6S1-10 10.10.2.2 Laterally supported members When continuous lateral support is provided to the compression flange of a member subjected to bending about its major axis, the factored moment resistance,

### CE591 Fall 2013 Lecture 26: Moment Connections

CE591 Fall 2013 Lecture 26: Moment Connections Explain basic design procedure for moment (FR) connections Explain considerations for connections in momentresisting frames for seismic demands Describe problems

### Chapter 5 Bridge Deck Slabs. Bridge Engineering 1

Chapter 5 Bridge Deck Slabs Bridge Engineering 1 Basic types of bridge decks In-situ reinforced concrete deck- (most common type) Pre-cast concrete deck (minimize the use of local labor) Open steel grid

### EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST

EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST Abstract Camelia SLAVE University of Agronomic Sciences and Veterinary Medicine of Bucharest, 59 Marasti

### 8.2 Elastic Strain Energy

Section 8. 8. Elastic Strain Energy The strain energy stored in an elastic material upon deformation is calculated below for a number of different geometries and loading conditions. These expressions for

### [TECHNICAL REPORT I:]

[Helios Plaza] Houston, Texas Structural Option Adviser: Dr. Linda Hanagan [TECHNICAL REPORT I:] Structural Concepts & Existing Conditions Table of Contents Executive Summary... 2 Introduction... 3 Structural

### Structural Failures Cost Lives and Time

Structural Failures Cost Lives and Time Recent failures of storage bins, silos and other structures highlight the need to increase awareness of hazards associated with these structures. Since 2010, one

### LOAD TESTING FOR BRIDGE RATING: DEAN S MILL OVER HANNACROIS CREEK

REPORT FHWA/NY/SR-06/147 LOAD TESTING FOR BRIDGE RATING: DEAN S MILL OVER HANNACROIS CREEK OSMAN HAG-ELSAFI JONATHAN KUNIN SPECIAL REPORT 147 TRANSPORTATION RESEARCH AND DEVELOPMENT BUREAU New York State

### DESIGN OF BLAST RESISTANT BUILDINGS IN AN LNG PROCESSING PLANT

DESIGN OF BLAST RESISTANT BUILDINGS IN AN LNG PROCESSING PLANT Troy Oliver 1, Mark Rea 2 ABSTRACT: This paper provides an overview of the work undertaken in the design of multiple buildings for one of

### ABSTRACT 1. INTRODUCTION 2. DESCRIPTION OF THE SEGMENTAL BEAM

Ninth LACCEI Latin American and Caribbean Conference (LACCEI 11), Engineering for a Smart Planet, Innovation, Information Technology and Computational Tools for Sustainable Development, August 3-, 11,

### System. Stability. Security. Integrity. 150 Helical Anchor

Model 150 HELICAL ANCHOR System PN #MBHAT Stability. Security. Integrity. 150 Helical Anchor System About Foundation Supportworks is a network of the most experienced and knowledgeable foundation repair

### Structural Integrity Analysis

Structural Integrity Analysis 1. STRESS CONCENTRATION Igor Kokcharov 1.1 STRESSES AND CONCENTRATORS 1.1.1 Stress An applied external force F causes inner forces in the carrying structure. Inner forces

### research report Residential Hip Roof Framing Using Cold-Formed Steel Members RESEARCH REPORT RP06-2 American Iron and Steel Institute

research report Residential Hip Roof Framing Using Cold-Formed Steel Members RESEARCH REPORT RP06-2 2006 American Iron and Steel Institute Residential Hip Roof Framing Using Cold-Formed Steel Members i

### EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES Yang-Cheng Wang Associate Professor & Chairman Department of Civil Engineering Chinese Military Academy Feng-Shan 83000,Taiwan Republic

### CHAPTER 13 CONCRETE COLUMNS

CHAER 13 CONCREE COUMNS ABE OF CONENS 13.1 INRODUCION... 13-1 13.2 YES OF COUMNS... 13-1 13.3 DESIGN OADS... 13-1 13.4 DESIGN CRIERIA... 13-2 13.4.1 imit States... 13-2 13.4.2 Forces... 13-2 13.5 AROXIMAE

### Stability. Security. Integrity.

Stability. Security. Integrity. PN #MBHPT Foundation Supportworks provides quality helical pile systems for both new construction and retrofit applications. 288 Helical Pile System About Foundation Supportworks

### The Collapse of Building 7 by Arthur Scheuerman December 8, 06

The Collapse of Building 7 by Arthur Scheuerman December 8, 06 WTC s Building 7 was a 47-story office building completed in 1987 by Silverstein Properties on land owned by the Port Authority. It was built

### Miss S. S. Nibhorkar 1 1 M. E (Structure) Scholar,

Volume, Special Issue, ICSTSD Behaviour of Steel Bracing as a Global Retrofitting Technique Miss S. S. Nibhorkar M. E (Structure) Scholar, Civil Engineering Department, G. H. Raisoni College of Engineering

### A Case Study Comparing Two Approaches for Applying Area Loads: Tributary Area Loads vs Shell Pressure Loads

1 A Case Study Comparing Two Approaches for Applying Area Loads: Tributary Area Loads vs Shell Pressure Loads By Dr. Siriwut Sasibut (Application Engineer) S-FRAME Software Inc. #1158 13351 Commerce Parkway

### Stress Strain Relationships

Stress Strain Relationships Tensile Testing One basic ingredient in the study of the mechanics of deformable bodies is the resistive properties of materials. These properties relate the stresses to the

### Full-Scale Load Testing of Steel Strutting System. For. Yongnam Holding Limited

Report on Full-Scale Load Testing of Steel Strutting System For Yongnam Holding Limited Prepared by Dr Richard Liew PhD, MIStrutE, CEng, PE(S pore) Department of Civil Engineering National University of

### In-situ Load Testing to Evaluate New Repair Techniques

In-situ Load Testing to Evaluate New Repair Techniques W.J. Gold 1 and A. Nanni 2 1 Assistant Research Engineer, Univ. of Missouri Rolla, Dept. of Civil Engineering 2 V&M Jones Professor, Univ. of Missouri

### Long-term serviceability of the structure Minimal maintenance requirements Economical construction Improved aesthetics and safety considerations

Design Step 7.1 INTEGRAL ABUTMENT DESIGN General considerations and common practices Integral abutments are used to eliminate expansion joints at the end of a bridge. They often result in Jointless Bridges

### PCI Design Handbook: Appendix A: Blast-resistant design of precast, prestressed concrete components

PCI Committee Report This report comprises Appendix A of the forthcoming 8 th edition of the PCI Design Handbook. The report has been approved by the PCI Blast Resistance and Structural Integrity Committee

### Load Factor Design for. Steel Buildings REVIEW OF CZECHOSLOVAK AND FRENCH SPECIFICATIONS. P. J. Marek

Load Factor Design for. Steel Buildings REVIEW OF CZECHOSLOVAK AND FRENCH SPECIFICATIONS by P. J. Marek This work has been carried out as part of an investigation sponsored by the American Iron and Steel

### Figure 5-11. Test set-up

5.5. Load Procedure A uniform load configuration was used for the load tests. An air bag, placed on the top surface of the slab, was used for this purpose, and the load was applied by gradually increasing

### APE T CFRP Aslan 500

Carbon Fiber Reinforced Polymer (CFRP) Tape is used for structural strengthening of concrete, masonry or timber elements using the technique known as Near Surface Mount or NSM strengthening. Use of CFRP

### BRIDGE DESIGN SPECIFICATIONS APRIL 2000 SECTION 9 - PRESTRESSED CONCRETE

SECTION 9 - PRESTRESSED CONCRETE Part A General Requirements and Materials 9.1 APPLICATION 9.1.1 General The specifications of this section are intended for design of prestressed concrete bridge members.

### 5 G R A TINGS ENGINEERING DESIGN MANUAL. MBG Metal Bar Grating METAL BAR GRATING MANUAL MBG 534-12 METAL BAR GRATING NAAMM

METAL BAR NAAMM GRATNG MANUAL MBG 534-12 5 G R A TNG NAAMM MBG 534-12 November 4, 2012 METAL BAR GRATNG ENGNEERNG DEGN MANUAL NAAMM MBG 534-12 November 4, 2012 5 G R A TNG MBG Metal Bar Grating A Division

### Course in. Nonlinear FEM

Course in Introduction Outline Lecture 1 Introduction Lecture 2 Geometric nonlinearity Lecture 3 Material nonlinearity Lecture 4 Material nonlinearity continued Lecture 5 Geometric nonlinearity revisited

### Impacts of Tunnelling on Ground and Groundwater and Control Measures Part 1: Estimation Methods

Impacts of Tunnelling on Ground and Groundwater and Control Measures Part 1: Estimation Methods Steve Macklin Principal Engineering Geologist GHD Melbourne 1. Introduction, scope of Part 1 2. Terminology

### INTRODUCTION TO LIMIT STATES

4 INTRODUCTION TO LIMIT STATES 1.0 INTRODUCTION A Civil Engineering Designer has to ensure that the structures and facilities he designs are (i) fit for their purpose (ii) safe and (iii) economical and

### Fire and Concrete Structures

Fire and Concrete Structures Authors: David N. Bilow, P.E., S.E., Director, Engineered Structures, Portland Cement Association 5420 Old Orchard Road, Skokie, IL 60077,Phone 847-972-9064, email: dbilow@cement.org

### ETABS. Integrated Building Design Software. Concrete Shear Wall Design Manual. Computers and Structures, Inc. Berkeley, California, USA

ETABS Integrated Building Design Software Concrete Shear Wall Design Manual Computers and Structures, Inc. Berkeley, California, USA Version 8 January 2002 Copyright The computer program ETABS and all

Compression Test, METHOD OF STATEMENT FOR STATIC LOADING TEST Tension Test and Lateral Test According to the American Standards ASTM D1143 07, ASTM D3689 07, ASTM D3966 07 and Euro Codes EC7 Table of Contents

### Torsion Tests. Subjects of interest

Chapter 10 Torsion Tests Subjects of interest Introduction/Objectives Mechanical properties in torsion Torsional stresses for large plastic strains Type of torsion failures Torsion test vs.tension test

### Composite Floor System

Composite Floor System INTRODUCTION This manual has been developed in order to assist you in understanding the Hambro Composite Floor System, and for you to have at your fingertips the information necessary

Loads and Load Combinations for NBCC Prepared by Dr Michael Bartlett, P.Eng University of Western Ontario Presented with minor modifications by Dr Robert Sexsmith, P.Eng. University of British Columbia

Most Asked Action Alerts CMAA 70 & 74 Section 1 General Specifications 1.2 Building Design Considerations Q. I am working on the structural frame that will support the rails for a top-running underslung

### NOTCHES AND THEIR EFFECTS. Ali Fatemi - University of Toledo All Rights Reserved Chapter 7 Notches and Their Effects 1

NOTCHES AND THEIR EFFECTS Ali Fatemi - University of Toledo All Rights Reserved Chapter 7 Notches and Their Effects 1 CHAPTER OUTLINE Background Stress/Strain Concentrations S-N Approach for Notched Members

### IMPROVING THE STRUT AND TIE METHOD BY INCLUDING THE CONCRETE SOFTENING EFFECT

International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 117 127, Article ID: IJCIET_07_02_009 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

### Seismic Risk Prioritization of RC Public Buildings

Seismic Risk Prioritization of RC Public Buildings In Turkey H. Sucuoğlu & A. Yakut Middle East Technical University, Ankara, Turkey J. Kubin & A. Özmen Prota Inc, Ankara, Turkey SUMMARY Over the past

### Collapse of Underground Storm Water Detention System

Collapse of Underground Storm Water Detention System No. 16 March 2008 Shopping malls have large roof areas and large paved areas for parking. In many cases, during heavy rainfall, the drainage from these

### STRUCTURAL ANALYSIS OF SANDWICH FOAM PANELS

ORNL/NFE-04-00699 CRADA FINAL REPORT FOR CRADA NO. NFE-04-00699 STRUCTURAL ANALYSIS OF SANDWICH FOAM PANELS April 2010 Prepared by X. Sharon Huo, Ph.D., P. E. Associate Professor of Civil Engineering Tennessee

### New Troja Bridge in Prague Concept and Structural Analysis of Steel Parts

Available online at www.sciencedirect.com Procedia Engineering 00 (2012) 000 000 www.elsevier.com/locate/procedia Steel Structures and Bridges 2012 New Troja Bridge in Prague Concept and Structural Analysis

### Design of Commercial/Industrial Guardrail Systems for Fall Protection

Design of Commercial/Industrial Guardrail Systems for Fall Protection Course No: S02-016 Credit: 2 PDH Brian McCaffrey, P.E. Continuing Education and Development, Inc. 9 Greyridge Farm Court Stony Point,

### November 20, 2013. Heather Sustersic had132@psu.edu. Dear Professor Sustersic,

November 20, 2013 Heather Sustersic had132@psu.edu Dear Professor Sustersic, The following technical report was written to fulfill the requirements specified in the Structural Technical Report 4 assignment

### ASSESSMENT AND PROPOSED STRUCTURAL REPAIR STRATEGIES FOR BRIDGE PIERS IN TAIWAN DAMAGED BY THE JI-JI EARTHQUAKE ABSTRACT

ASSESSMENT AND PROPOSED STRUCTURAL REPAIR STRATEGIES FOR BRIDGE PIERS IN TAIWAN DAMAGED BY THE JI-JI EARTHQUAKE Pei-Chang Huang 1, Graduate Research Assistant / MS Candidate Yao T. Hsu 2, Ph.D., PE, Associate

### Incorporating Innovative Materials for Seismic Resilient Bridge Columns

Incorporating Innovative Materials for Seismic Resilient Bridge Columns WSDOT Including Contributions from: Dr. M. Saiid Saiidi University Nevada, Reno Brain Nakashoji University Nevada, Reno Presentation

### MATERIALS AND SCIENCE IN SPORTS. Edited by: EH. (Sam) Froes and S.J. Haake. Dynamics

MATERIALS AND SCIENCE IN SPORTS Edited by: EH. (Sam) Froes and S.J. Haake Dynamics Analysis of the Characteristics of Fishing Rods Based on the Large-Deformation Theory Atsumi Ohtsuki, Prof, Ph.D. Pgs.

### ANALYSIS FOR BEHAVIOR AND ULTIMATE STRENGTH OF CONCRETE CORBELS WITH HYBRID REINFORCEMENT

International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 10, Oct 2015, pp. 25-35 Article ID: IJCIET_06_10_003 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=10

### 6 RETROFITTING POST & PIER HOUSES

Retrofitting Post & Pier Houses 71 6 RETROFITTING POST & PIER HOUSES by James E. Russell, P.E. 72 Retrofitting Post & Pier Houses Retrofitting Post & Pier Houses 73 RETROFITTING POST AND PIER HOUSES This

### Solid Mechanics. Stress. What you ll learn: Motivation

Solid Mechanics Stress What you ll learn: What is stress? Why stress is important? What are normal and shear stresses? What is strain? Hooke s law (relationship between stress and strain) Stress strain

### جامعة البلقاء التطبيقية

AlBalqa Applied University تا سست عام 997 The curriculum of associate degree in Air Conditioning, Refrigeration and Heating Systems consists of (7 credit hours) as follows: Serial No. Requirements First

### The Impact of Market Demands on Residential Post-Tensioned Foundation Design: An Ethical Dilemma

The Impact of Market Demands on Residential Post-Tensioned Foundation Design: An Ethical Dilemma Bart B. Barrett, B.S., P.E.1 Kerry S. Lee, M.B.A., P.E., M. ASCE2 Erik L. Nelson, Ph.D., P.E., M. ASCE3

### PCI BIG BEAM COMPETITION

PCI BIG BEAM COMPETITION Official Rules for the PCI Engineering Design Competition Academic Year 2015-16 PROGRAM The PCI Student Education Committee is inviting entries from students to participate in

### STEEL BUILDINGS IN EUROPE. Single-Storey Steel Buildings Part 5: Detailed Design of Trusses

STEEL BUILDIGS I EUROPE Single-Storey Steel Buildings Part 5: Detailed Design of Trusses Single-Storey Steel Buildings Part 5: Detailed Design of Trusses 5 - ii Part 5: Detailed Design of Trusses FOREWORD

### Session 5D: Benefits of Live Load Testing and Finite Element Modeling in Rating Bridges

Session 5D: Benefits of Live Load Testing and Finite Element Modeling in Rating Bridges Douglas R. Heath P.E., Structural Engineer Corey Richard P.E., Project Manager AECOM Overview Bridge Testing/Rating

### Advanced Structural Analysis. Prof. Devdas Menon. Department of Civil Engineering. Indian Institute of Technology, Madras. Module - 5.3.

Advanced Structural Analysis Prof. Devdas Menon Department of Civil Engineering Indian Institute of Technology, Madras Module - 5.3 Lecture - 29 Matrix Analysis of Beams and Grids Good morning. This is

### 4A6(1) Case Study Hartford Arena Roof Collapse Group 11. 4A6(1) Case Study. Group 11: Hartford Arena Roof Collapse

4A6(1) Case Study Group 11: Hartford Arena Roof Collapse Date: Authors: 21/10/2011 Seán Keane Eoin Norton Stephen Dent- Neville Figure 1: Image of the collapsed roof Introduction The Hartford Arena was

### Evaluation of Bridge Performance and Rating through Nondestructive

Evaluation of Bridge Performance and Rating through Nondestructive Load Testing Final Report Prepared by: Andrew Jeffrey, Sergio F. Breña, and Scott A.Civjan University of Massachusetts Amherst Department

### International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL

PROJECT International Nursing and Rehab Center Addition 4815 S. Western Blvd. Chicago, IL EXP. 11/30/2014 STRUCTURAL CALCULATIONS July 24, 2014 BOWMAN, BARRETT & ASSOCIATES INC. CONSULTING ENGINEERS 312.228.0100

### SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP

13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3279 SEISMIC UPGRADE OF OAK STREET BRIDGE WITH GFRP Yuming DING 1, Bruce HAMERSLEY 2 SUMMARY Vancouver

### DESIGN OF PRESTRESSED BARRIER CABLE SYSTEMS

8601 North Black Canyon Highway Suite 103 Phoenix, AZ 8501 For Professionals Engaged in Post-Tensioning Design Issue 14 December 004 DESIGN OF PRESTRESSED BARRIER CABLE SYSTEMS by James D. Rogers 1 1.0

### INJECTION MOLDING COOLING TIME REDUCTION AND THERMAL STRESS ANALYSIS

INJECTION MOLDING COOLING TIME REDUCTION AND THERMAL STRESS ANALYSIS Tom Kimerling University of Massachusetts, Amherst MIE 605 Finite Element Analysis Spring 2002 ABSTRACT A FEA transient thermal structural

### SMACNA Seismic Restraint Manual. Bob Wasilewski Project Manager, Technical Resources SMACNA

SMACNA Seismic Restraint Manual Bob Wasilewski Project Manager, Technical Resources SMACNA ANSI/SMACNA 001-2000 Approved by ANSI July 31, 2000 History 1976 Guidelines for Seismic Restraint of Mechanical

### Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0

Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0 1 Problem Description Design a gantry crane meeting the geometry presented in Figure 1 on page #325 of the course textbook

### B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN

No. of Printed Pages : 7 BAS-01.0 B.TECH. (AEROSPACE ENGINEERING) PROGRAMME (BTAE) CV CA CV C:) O Term-End Examination December, 2011 BAS-010 : MACHINE DESIGN Time : 3 hours Maximum Marks : 70 Note : (1)

### Residential Deck Safety, Construction, and Repair

Juneau Permit Center, 4 th Floor Marine View Center, (907)586-0770 This handout is designed to help you build your deck to comply with the 2006 International Residential Building code as modified by the

### Nonlinear analysis and form-finding in GSA Training Course

Nonlinear analysis and form-finding in GSA Training Course Non-linear analysis and form-finding in GSA 1 of 47 Oasys Ltd Non-linear analysis and form-finding in GSA 2 of 47 Using the GSA GsRelax Solver

### Behavior of High-Strength Concrete Rectangular Columns

Seventh International Congress on Advances in Civil Engineering, October11-13, 26 Yildiz TechnicalUniversity, Istanbul, Turkey Behavior of High-Strength Concrete Rectangular Columns S. Kim, H. C. Mertol,

### Bending, Forming and Flexing Printed Circuits

Bending, Forming and Flexing Printed Circuits John Coonrod Rogers Corporation Introduction: In the printed circuit board industry there are generally two main types of circuit boards; there are rigid printed

### General Approach. Structure Components. Is all lumber the same? Lumber Grades. Rafters Girders / Beams Columns. Sketch general structural layout

General Approach Sketch general structural layout Determine roof loading Determine required lumber dimensions Transfer load down the structure Structure Components Plants Structure Components Top Side

### BEHAVIOR OF WELDED T-STUBS SUBJECTED TO TENSILE LOADS

BEHAVIOR OF WELDED T-STUBS SUBJECTED TO TENSILE LOADS R.A. Herrera 1, G. Desjouis 2, G. Gomez 2, M. Sarrazin 3 1 Assistant Professor, Dept. of Civil Engineering, University of Chile, Santiago, Chile 2

### Creep Behavior of Structural Insulated Panels (SIPs)

Creep Behavior of Structural Insulated Panels (SIPs) Results from a Pilot Study Dwight McDonald Marshall Begel C. Adam Senalik Robert J. Ross Thomas D. Skaggs Borjen Yeh Thomas Williamson United States

### Guidelines for the Design of Post-Tensioned Floors

Guidelines for the Design of Post-Tensioned Floors BY BIJAN O. AALAMI AND JENNIFER D. JURGENS his article presents a set of guidelines intended to T assist designers in routine post-tensioning design,

### Prepared For San Francisco Community College District 33 Gough Street San Francisco, California 94103. Prepared By

Project Structural Conditions Survey and Seismic Vulnerability Assessment For SFCC Civic Center Campus 750 Eddy Street San Francisco, California 94109 Prepared For San Francisco Community College District

### Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift

Performance-based Evaluation of the Seismic Response of Bridges with Foundations Designed to Uplift Marios Panagiotou Assistant Professor, University of California, Berkeley Acknowledgments Pacific Earthquake

### Seismic performance evaluation of an existing school building in Turkey

CHALLENGE JOURNAL OF STRUCTURAL MECHANICS 1 (4) (2015) 161 167 Seismic performance evaluation of an existing school building in Turkey Hüseyin Bilgin * Department of Civil Engineering, Epoka University,