Alcan Structural Engineering

Updated Balance of Equations and Unknowns Elasticity

Fri, 04 May 2012 19:48:30 GMT

76 In light of the new equations introduced in this chapter, it would be appropriate to revisit our balance of equations and unknowns. and in addition the Clausius-Duhem inequality dt gt 1 div L which governs entropy production must hold. 77 Hence we now have as many equations as unknowns and are almost ready to pose and solve problems in continuum mechanics.

Balance of Equations and Unknowns Elasticity

Fri, 04 May 2012 19:46:01 GMT

58 In the preceding sections several equations and unknowns were introduced. Let us count them. for both the coupled and uncoupled cases. 59 Assuming that the body forces bi and distributed heat sources r are prescribed, then we have the following unknowns and in addition the Clausius-Duhem inequality js gt - div q which governs entropy production must hold. P 60 We thus need an additional 16 5 11 additional equations to make the system determinate. These will be later on supplied by Total...

I Scope of Eurocode Part I Earthquake Resistance Eurocode 8

Tue, 01 May 2012 11:58:06 GMT

Although its main object is buildings, EN 1998-1 also includes the general provisions for the EN 1998-1 other parts of Eurocode 8 to build on clause 1.1.2 analysis procedures and general concepts and rules applicable to all structures beyond buildings. Table I.I. Eurocode 8 parts and key dates achievement or expectation, as of January 2005 Availability from CEN of approved EN in English, French, and Availability from CEN of approved EN in English, French, and Table 1.2. Eurocode 8 parts in...

Introduction the level of discretization Earthquake Resistance Eurocode 8

Tue, 01 May 2012 09:11:15 GMT

In constructing the structural model of a building for the purposes of its earthquake-resistant design, the designer should keep in mind that his or her objective is the design of an earthquake-resistant structure and not the analysis perse. This ultimate objective is pursued through a long process, an intermediate stage of which is normally a linear elastic analysis of a mathematical model of the structure, as conceived. A subsequent, and at least equally important phase, is that of the...

Effect of Environment Aluminium Structures Eurocode 9

Thu, 19 Apr 2012 16:14:08 GMT

1 P The detail category Aac given in Tables 5.1.1 to 5.1.5 and 5.2.2 shall be reduced in accordance with Table 5.4.1 for certain combinations of alloy and environment where the average ambient temperature during the life does not exceed 65 C. NOTE For marine environment the average ambient temperature during the life should not exceed 30 C. Table 5.4.1 Number of detail categories by which Acc shall be reduced according to Table 5.4.1 Number of detail categories by which Acc shall be reduced...

Table Concrete Structures Eurocode 3

Mon, 26 Mar 2012 00:32:45 GMT

Bending moment and shear coefficients for slabs End End End End support span support span First Interior Interior interior spans supports support Moment O O.O86F -O.O4F O.O7SF -O.O86F O.O6SFI -O.O6SF 1 Applicable to one-way spanning slabs where the area of each bay exceeds 30 m2, Qk lt 1.25 Ck and qk lt 5 kN m2 2 F is the total design ultimate load, l is the span 3 Minimum span gt 0.85 longest span, minimum 3 spans 4 Based on 20 redistribution at supports and no decrease in span moments...

Design reliability parametric study of yG yQ Applied units m MN MPa StructuralReliability

Wed, 21 Mar 2012 18:28:45 GMT

Characteristic actions Gk 0.007 Qk 0.003 Material strength fk 500 ck 20 Material factors - ic 1.5 rn 1.15 For the global factor method 7c 7m 1.0 Load factors Prarneters yG 1 ,1.05 1.5 yQ 1 ,1.05 1.6 Global factor if any s0 1.0 Load effect L 6 ME G sO ek yG Gk Q Qk ME 1.35,1.5 0.063 Cross-section b 1 d 0.25 - 0.03 Choose reinfocernent e.g. A yG,yQ 0.00204 If not, than A A yG ,yQ b d If yes, put the red box on this line gt Reinforcement area cm2 DOOO A 1.35,1.5 6.917 inforcement ratio p 1.35,1.5...

Potential Energy Derivation Elasticity

Thu, 15 Mar 2012 16:36:59 GMT

47 From section , if U0 is a potential function, we take its differential 49 We now define the variation of the strain energy density at a point1 Applying the principle of virtual work, Eq. 13.37, it can be shown that 1 Note that the variation of strain energy density is, Uo amp ij, and the variation of the strain energy itself is amp U fn U0dQ. Figure 13.4 Single DOF Example for Potential Energy 51 We have thus derived the principle of stationary value of the potential energy Of all...

Info Lsh Concrete Structures Eurocode 2

Wed, 29 Feb 2012 14:48:48 GMT

Figure A2.2 Allowable plastic rotation of reinforced concrete sections A2.3 Simplified methods linear members 1 When calculating the rotation of plastic hinges by integration of the curvature between the hinges, it will generally be sufficient to use a simplified linear moment-curvature diagram. This diagram may be defined by a straight line from the origin to a point 1 rm, Myk where Myk is the moment which produces the stress fyk in the reinforcement, calculated on the basis of a cracked...

A Fwn Concrete Structures Eurocode 2

Wed, 22 Feb 2012 10:29:28 GMT

4 To find the least amount of shear reinforcement, for low and intermediate shear stresses, the upper limits given in 1 above for cot 0 will normally govern the design. For higher shear stresses, the largest value of cot 0 corresponding to the lowest amount of shear reinforcement may be found by equating the design shear force Vsd to V d2. The amount of shear reinforcement is then found by equating the design shear force Vsd to V d3. The value of cot 0 may alternately be selected to optimise...

Ground Investigation Report Structural Design Eurocode 7

Thu, 16 Feb 2012 14:05:06 GMT

The requirement for a Ground Investigation Report GIR appears in EN 1997-2 The results of a geotechnical investigation shall be compiled in a Ground Investigation Report which shall form part of the Geotechnical Design Report. EN 1997-2 6.1 1 P The contents of the GIR are specified both in EN 1997-1 as an Application Rule and in EN 1997-2 as a Principle The Ground Investigation Report should normally consist of shall consist of, if appropriate a presentation of all available geotechnical...

M Example Tangent to a Curve Elasticity

Fri, 10 Feb 2012 13:58:20 GMT

Determine the unit vector tangent to the curve x t2 1, y 4t 3, z 2t2 6t for t 2. Solution dt t2 1 i 4t 3 j 2t2 6t k 2ti 4j 4t 6 k 2ti 4j 4t 6 k J 2t 2 4 2 4t 6 2 , - i i k for t 2 Mathematica solution is shown in Fig. 3.4 ParametricPlot3D t 2 1, 4 t - 3, 2 t 2 - 6 t , t, 0, 4 ParametricPlot3D t 2 1, 4 t - 3, 2 t 2 - 6 t , t, 0, 4 Figure 3.4 Mathematica Solution for the Tangent to a Curve in 3D

Fit data to distribution functions StructuralReliability

Tue, 07 Feb 2012 18:40:22 GMT

Statistical characterization of data. It takes the following steps 1- Obtain the characteristics of datas number of elements, mean, variance, standard deviation and coefficeint of variation 2- By the method of moments obtain the indicated distribution parameters 3-Manually the values of the steps in the hystogram are introduced, and then perform the Chi square test of goodness of lit and draw the hystogram and the adjusted density distribution function. Gives two values of Confidence level, the...

One variable action StructuralReliability

Mon, 06 Feb 2012 07:02:36 GMT

Results of the reliability analyses are presented in graphical form that indicates variation of the reliability index failure probability Pf, and sensitivity factors aR, aE, aG, aQ and aW with the load ratio x In particular Figure 3 shows results of a simple case of one variable action only the main variable action Q Figure 3 indicates the variation of - for expression 6.10 of EN 1990 sensitivity factors aR, aE, and partial sensitivity factors aG, aQ and aW For the analysis it has been assumed...

Probability density u StructuralReliability

Thu, 02 Feb 2012 10:09:51 GMT

Figure 4.2. The lower and upper fractiles of a standardized random variable U having normal Figure 4.2. The lower and upper fractiles of a standardized random variable U having normal In the case of a lognormal distribution with lower limit at zero, which is described in section 3.2, it is possible to calculate the fractile from the value of fractile of a standardized random variable with normal distribution using the relation 7 TeXp u 0rm,,Vln 1 V2 4.3 where wnorm,p is the fractile of a...

Sizes and reinforcement of columns Concrete Building Structures

Wed, 01 Feb 2012 18:57:03 GMT

Where possible it will generally be best to use 'stocky columns' i.e. generally for typical columns for which the ratio of the effective height to the least lateral dimension does not exceed 15 as this will avoid the necessity of designing for the effects of slenderness. Slenderness effects can normally be neglected in non-sway structures where the ratio of the effective height to the least lateral dimension of the column is less than 15. For the purpose of initial design, the effective height...

Info Pef Concrete Structures Eurocode 2

Mon, 23 Jan 2012 16:22:13 GMT

0 is the angle between the reinforcement in the x direction and the direction of the principal tensile stress. srmx and srmy are the spacings calculated in the x and y directions respectively using Equation 4.82 . 6 Where the crack widths are to be calculated in design situations where tensile stresses arise from a combination of restrained imposed deformations and loading, the formulae in this section may be used but the strain due to loading, calculated on the basis of a cracked section,...

Accuracy Concrete Structures Eurocode 3

Mon, 16 Jan 2012 06:50:48 GMT

The calculation of deflection in Eurocode 2 using the rigorous method presented here is more advanced than that in BS 8110 It can be used to take account of early-age construction loading by considering reduced early concrete tensile strengths. However, the following influences on deflections cannot be accurately assessed Tensile strength, which determines the cracking moment. Therefore any calculation of deflection is only an estimate, and even the most sophisticated analysis can still result...

Second Order Analysis Eurocode Steel Structures Eurocode 3

Sun, 15 Jan 2012 16:32:21 GMT

Fig. 5.2. Typical beam-to-column joints, a Simple joint b Semi-continuous joint, c Rigid joint Clause 5.2 Clause 5.2 explains how a second-order analysis i.e. one in which the effect of deformations significantly altering the member forces or moments or the structural behaviour is explicitly ClauseS.3 allowed for should be conducted. Clause 5.3 deals with the inclusion of geometrical Clause 5.4 imperfections both for the overall structure and for individual members, whilst clause 5.4 covers the...

Introduction Scope Concrete Structures Eurocode 2

Thu, 12 Jan 2012 09:23:47 GMT

P 1 Eurocode 2 applies to the design of buildings and civil engineering works in plain, reinforced and prestressed concrete. It is subdivided into various separate parts, see 1.1.2 and 1.1.3. P 2 This Eurocode is only concerned with the requirements for resistance, serviceability and durability of structures. Other requirements, e.g. concerning thermal or sound, insulation, are not considered. P 3 Execution1 is covered to the extent that is necessary to indicate the quality of the construction...

Introduction 1 Elasticity

Wed, 11 Jan 2012 07:40:19 GMT

1 We have thus far studied the stress tensors Cauchy, Piola Kirchoff , and several other tensors which describe strain at a point. In general, those tensors will vary from point to point and represent a tensor field. 2 We have also obtained only one differential equation, that was the compatibility equation. 3 In this chapter, we will derive additional differential equations governing the way stress and deformation vary at a point and with time. They will apply to any continuous medium, and yet...

Hazard Identification StructuralReliability

Thu, 05 Jan 2012 15:16:47 GMT

A hazard is a set of circumstances, possibly occurring within a given system, with the potential for causing events with undesirable consequences. For instance the hazard of a civil engineering system may be a set of circumstances with the potential to an abnormal action e.g. fire, explosion or environmental influence flooding, tornado and or insufficient strength or resistance or excessive deviation from intended dimensions. In the case of a chemical substance, the hazard may be a set of...

Discretized Solution Finite Element Method

Thu, 05 Jan 2012 13:35:40 GMT

Balance Equilibrium Stiffness matrix Convection Stiffness Matrix Boundary forces Body forces Initial strain Initial stress Table 12.1 Comparison of Scalar and Vector Field Problems, Revisited

E Peening Aluminium Structures Eurocode 9

Wed, 04 Jan 2012 15:14:52 GMT

1 The largest benefits are normally obtained with methods where compressive residual stresses are introduced. The most common methods are hammer peening, needle peening, and shot peening. Peening is a cold working process where the impact of a tool deforms the surface plastically. The surrounding elastic mterial will compress the deformed volume. High compressive service loading can decrease the level of residual stress and must be taken into account when applying random loading spectra. 2...

Design procedure Concrete Structures Eurocode 3

Wed, 04 Jan 2012 08:57:06 GMT

A procedure for carrying out the detailed design of beams is shown in Table 1. This assumes that the beam dimensions have previously been determined during conceptual design. Concept designs prepared assuming detailed design would be to BS 8110 may be continued through to detailed design using Eurocode 2. More detailed advice on determining design life, actions, material properties, methods of analysis, minimum concrete cover for durability and control of crack widths can be found in Chapter 2,...

Stiffness of composite sections Earthquake Resistance Eurocode 8

Wed, 04 Jan 2012 07:07:41 GMT

In structural elements in which there is concrete in compression, the effective equivalent steel section is calculated assuming that the concrete in compression is uncracked. This is reflected in the value for the modular ratio n EJEcm 7. In structural elements in which the concrete is in tension, the effective equivalent steel section is calculated neglecting the concrete in tension and considering only the reinforcement. As a result, the stiffness of the section can be different, depending on...

Design for high beam shear support B Concrete Structures Eurocode 3

Mon, 02 Jan 2012 22:25:45 GMT

As uniformly distributed load predominates consider at d from face of support VEd 1098 - 350 2 0.689 x 1.35 x 46.0 1.5 x 633 1098 - 0.864 x 157.1 962.3 kN By inspection, shear reinforcement required and cot 0 lt 2.5. Check VRd max to determine 9 Check maximum shear resistance As before 6 0.5 sin-1 0.20 fck 1 - fck 250 gt cot-12.5 where 962.3 x 103 350 x 0.9 x 687 4.45 MPa 6 0.5 sin-1 4.45 0.20 x 30 1 - 30 250 gt cot-12.5 0.5 sin-1 0.843 gt cot-12.5 0.5 x 57.5 gt 21.8 28.7 cot 6 1.824 i.e. gt...

Figure Tna Concrete Structures Eurocode 3

Fri, 18 Nov 2011 16:28:28 GMT

Procedure for determining flexural reinforcement Carry out analysis of slab to determine design moments M Where appropriate use coefficients from Table 3 Determine K' from Table 4 or K' 0.60d -0.18 d2 -0.21 where d lt 1.0 No compression reinforcement required Obtain lever arm z from Table 5 or d Calculate tension reinforcement required from M Check minimum reinforcement requirements see Table 6 Check maximum reinforcement requirements s,max 0.04 gt Ac for tension or compression reinforcement...

Flexural design span BC and CD similar Concrete Structures Eurocode 3

Thu, 17 Nov 2011 12:56:48 GMT

beff, 0.2b 0.1 0 lt 0.2 0 lt b1 where 7500 - 1000 - 550 2 2975 mm 0 0.70 x 2 0.7 x 7500 5250 mm beff1 0.2 x 2975 0.1 x 5250 lt 0.2 x 5250 lt 2975 1120 lt 1050 lt 2975 1050 mm bw 2000 mm bf2 0.2b2 0.1 0 lt 0.2 0 lt b2 where beff2 0.2 x 3725 0.1 x 5250 lt 0.2 x 5250 lt 3725 1270 lt 1050 lt 3725 1270 mm b 1050 2000 1270 4320 mm assuming 10 mm link and H25 in span fck 30 K 393.2 x 106 4320 x 2522 x 35 0.041 By inspection, K lt K' .'. section under-reinforced and no z d 2 1 1 - 3.53K 05 lt 0.95d 252...

Simplified design of frames with decoupled diagonal bracings Earthquake Resistance Eurocode 8

Sat, 12 Nov 2011 14:10:46 GMT

The structural behaviour of decoupled diagonal bracings is similar to that of X bracings, but as there are two braced zones, each containing one diagonal instead of two, the problem of overstrength described above for X bracings takes place differently, as twice as many columns are involved in the bracing. For this reason, clause 6.7.3 2 states that no lower bound value of slenderness restricts the possible dimensions of the diagonals in this case. However, to be complete the design must also...

Example Stress Transformation Elasticity

Wed, 09 Nov 2011 13:16:26 GMT

Show that the transformation tensor of direction cosines previously determined transforms the original stress tensor into the diagonal principal axes stress tensor. Solution

Systems of large lightly reinforced walls Earthquake Resistance Eurocode 8

Sat, 05 Nov 2011 05:14:41 GMT

Eurocode 8 is unique among international codes in that it includes special provisions for systems consisting of a fairly large number of large but lightly reinforced concrete walls which are designed to sustain seismic demands not by dissipating kinetic energy through hysteresis in plastic hinges but by converting part of this energy into potential energy of the masses and returning part to the ground through radiation from their foundation. To qualify for the special design provisions of...

Limit states Concrete Structures Eurocode 3

Fri, 04 Nov 2011 05:33:47 GMT

The following ultimate limit states ULS should be satisfied for geotechnical design they each have their own combinations of actions. For an explanation of Eurocode terminology please refer to Chapter 1, originally published as Introduction to Eurocodes5. EQU Loss of equilibrium of the structure. STR Internal failure or excessive deformation of the structure or structural member. GEO Failure due to excessive deformation of the ground. Loss of equilibrium due to uplift by water pressure. HYD...

Info Hxe ConcreteDesign

Tue, 27 Sep 2011 05:19:19 GMT

which is less than the allowable upper limit, thus deflection requirements are likely to be satisfied. The theory and design requirements for shear were covered in chapter 5 and the relevant design equations were derived based on the requirements of EC2 using the Variable Strut Inclination Method. The shear reinforcement will usually take the form of vertical links or a combination of links and bent-up bars. Shear reinforcement may not be required in very minor beams such as door or window...

Info Cbe Structural Design Eurocode 7

Tue, 27 Sep 2011 04:18:03 GMT

The volume of backfill on top of the foundation is Vf Ab x d - Vc 379.8 m3 Thus, the characteristic self-weight of the foundation concrete plus backfill is then backfill WGkf ykf x Vf 6836 kN total WGk WGk c WGk f 14217 kN The characteristic uplift force from groundwater pressure acting on the underside of the base is UGk yw x D x B x B 6622 kN Effects of actions Partial factors on destabilizing permanent and variable actions are yG dst 1.1 and yq dst 1.5 and on stabilizing permanent actions...

Example Tlb SoilMechanics

Tue, 27 Sep 2011 03:59:27 GMT

An embankment has a slope of 1 vertical to 2 horizontal. The properties of the soil are c' 25kN m2, lt p' 20 , 7 16kN m3. The height of the embankment is 31 m and the average pore pressure ratio is 0.4. Using Bishop and Morgenstern's charts, determine the factor of safety for the slope. On the charts of n values are plotted a series of dotted lines labelled rue. The authors have shown that if the relevant rue value is less than the actual design ru then the set of charts with the next highest...

Info Lzl Aeroelasticity

Tue, 27 Sep 2011 01:20:40 GMT

Figure 2.45 Approximate fundamental frequency for a clamped-free beam with a particle of mass mi attached at .v ri. 22. Consider a clamped-free beam to which is attached at spanwise location x tr a particle of mass unit. Using a two-term Ritz approximation based on the functions in Eq. 2.311 , plot the approximate value for the fundamental natural frequency as a function of r for 1. I discovered that with increasing load, the angle of incidence at the wing tips increased perceptibly. It...

Controllability and Observability of the DiscreteTime Structural Model StructuralDynamics

Mon, 26 Sep 2011 16:01:11 GMT

Consider now a structure in modal coordinates. Similar to the continuous-time grammians the discrete-time grammians in modal coordinates are diagonally dominant, where Wci and W0i are 2 x 2 blocks, such that Wci wCiI2 and W0i w0iI2, see 98 , where IK II2 2 1 - cos fflj At 2 1 - cos fflj At wci TT--Y- wci cont-Yl-- 4.8 Q In the above equations Bmi is the ith block of Bm in modal coordinates, and Cmi is the ith block of Cm in modal coordinates, where Cm CmqQ_1 Cmv , see 2.42 for Zs0. In the...

Columns Avn Earthquake Resistance Eurocode 9

Mon, 26 Sep 2011 11:00:49 GMT

1 P The columns shall be verified in compression considering the most unfavourable combination of the axial force and bending moments. In the checks, Ed, MEd, VEd should be computed as NEd NEd, G 1,1Y ov QNEd MEd MEd,G 1,1Y ov Ed Ed,G 1,1Y ov Ed,E NEd,G MEd,G, VEd,G are the compression force respectively the bending moment and shear force in the column due to the non-seismic actions included in the combination of actions for the seismic design situation NEd,E MEd,E, VEd,E are the compression...

Info Vde Structural Design Eurocode 7

Mon, 26 Sep 2011 07:55:52 GMT

Design is unacceptable if the degree of utilization is gt 100 Design is unacceptable if the degree of utilization is gt 100 The correlation factors given in the UK NA to BS EN 1997-1 are higher because existing UK practice suggests the correlation factors in EN 1997-1 may lead to unsafe designs. The resulting characteristic resistance is significantly reduced compared with the EN 1997-1 calculation. In addition, the R4 resistance factor is higher than that given in Annex A of EN 1997-1, leading...

Info Qtw SoilMechanics

Mon, 26 Sep 2011 05:23:23 GMT

a Wall geometry Fig. 7.15 Example 7.3 Part b CP2 method. a Wall geometry Fig. 7.15 Example 7.3 Part b CP2 method. Using Rankine's theory with 4 gt ' 30 Ka 0.33 Kp 3.0 Minimum depth is required and since Fp 2.0 has already been applied to the pressure distribution, 7.6.5 Treatment of ground water conditions In order to carry out the stability analysis of a retaining wall involving ground water it is necessary to know the values of the water pressures acting on both sides of the wall. If there...

Columns 1 Earthquake Resistance Eurocode 9

Sun, 25 Sep 2011 14:27:23 GMT

1 P In primary seismic columns the design values of shear forces shall be determined in accordance with the capacity design rule, on the basis of the equilibrium of the column under end moments Mi d with ' 1,2 denoting the end sections of the column , corresponding to plastic hinge formation for positive and negative directions of seismic loading. The plastic hinges should be taken to form at the ends of the beams connected to the joints into which the column end frames, or if they form there...

Sw Hfg Design of Buildings Eurocode 2

Sun, 25 Sep 2011 12:20:41 GMT

Where necessary the punching shear resistance outside the shear reinforced 4.3.4.5.2 3 area should be checked by considering further critical perimeters. This would be approximately at the next critical perimeter taken to be at a BS 8110 distance 0.75d beyond the previous one. No further shear reinforcement Figure 3.17 required. The tensile reinforcement T16 150 mm crs. should extend for a full anchorage length beyond the perimeter at 420 mm from the column face. Column A 1 300 mm x 300 mm...

Structural types and behaviour factors Structural types 1 Earthquake Resistance Eurocode 9

Sun, 25 Sep 2011 08:58:31 GMT

1 P Composite steel-concrete structures shall be assigned to one of the following structural types according to the behaviour of their primary resisting structure under seismic actions a Composite moment resisting frames are those with the same definition and limitations as in 6.3.1 1 a, but in which beams and columns may be either structural steel or composite steel-concrete see Figure 6.1 b Composite concentrically braced frames are those with the same definition and limitations as in 6.3.1...

Info Cbe WindActions

Sat, 24 Sep 2011 17:41:47 GMT

Figure 10.2.8 Key to multispan roofs 1 This section applies to circular cylindrical roofs and domes. 2 The roof should be divided into zones as shown in Fiqure 10 2 9 ure 10.2.10. 3 The reference height shoud be taken as- 4 The pressure coefficients are given in Figure 10.2.9 and Figure 10.2.10 5 Pressure coefficients for the walls shoud be taken from 10.2.2. Noes i for 0 lt hid lt 0,5, c 10 is obtained by linear interpolation ii for 0,2 lt f d lt 0,3 and h d gt 0,5, two values of Cpg 10 have...

Info Eum Finite Element Method 2

Sat, 24 Sep 2011 16:33:56 GMT

where E, A, and Izz are member properties, 91 is the left end rotation, and L is the member length.7 To simplify the calculations set P a EA, and Izz fi AL2, in which a and f are dimensionless parameters, and express the following solutions in terms of a and f. Apply the skew roller constraint by the master-slave method make uy1 slave and solve for ux1 and 91 in terms of L, a and f. This may be done by hand or a CAS. Partial solution ux1 aL 1 3f . Apply the skew roller constraint by the penalty...

F Hql Seismic Design Eurocode 8

Sat, 24 Sep 2011 12:55:23 GMT

ure 3.11 Equivalence of ductility and behaviour factor with equal elastic and inelastic displacements When designing structures taking account of non-linear seismic response, a variety of analysis options are available. he siplest and ost idely used approach is to use the linear analysis ethods set out above, but ith the design forces reduced on the basis of a single, global behaviour factor, q. EC8 gives recommended values of q for common structural forms. This approach is ost suitable for...

Limiting equilibrium methods Structural Design Eurocode 7

Sat, 24 Sep 2011 04:27:37 GMT

Limiting equilibrium methods are commonly used to assess the required penetration of embedded retaining walls, associated shear forces and bending moments in their cross-sections, and the forces in any props or anchors used to support them. Limiting equilibrium methods assume that the full strength of the ground is mobilized uniformly around the wall, so that the wall is at the point of collapse or 'limiting equilibrium' . Cantilever walls and walls propped near their top are statically...

A Mass of disturbed soil for testing Geotechnical Design 2

Fri, 23 Sep 2011 16:03:11 GMT

1 The minimum masses of disturbed soil required for testing are summarised in Table A.4.1. Where the minimum mass depends on the size of the largest particles present in significant quantity, this is related to the minimum mass required for sieving denoted by MMS which is given below Table A.4.1. 2 The required mass listed in Table A.4.1 allows for the preparation of one test specimen, with some allowance for wastage but not for the inclusion of over-size particles. When only the fine fraction...

Exercise Ivp SoilMechanics

Fri, 23 Sep 2011 00:19:04 GMT

Using the slip circle shown in Fig. 5.36, determine the F values for ru 0.4, 0.6 and 0.8. Plot ru against F. 7 23.3 kN m3, c' 17.1 kN m2, lt j gt ' 37 . Answer By rigorous method F 1.5 1.0 0.5 Using Bishop and Morgenstern's charts, determine the factors of safety for the following slopes i ru 0.5, c' 5.37kN m2, lt f gt ' 40 , 7 14.4kN m3, H 15.2m, slope 3 1. ii ru 0.3, c' 7.2kN m2, lt gt ' 39 , 7 12.8kN m3, H 76.4m, slope 2 1. iii ru 0.5, d 20kN m2, 7 17.7kN m3, lt f gt ' 25 , H 25m, angle of...

Vacuum Filtration WastewaterTreatment

Thu, 22 Sep 2011 18:09:34 GMT

We have already discussed this important technology in Chapter 5, but a review may be helpful in placing its importance to sludge processing into perspective. The vacuum filter for dewatering sludge is a drum over which is laid the filtering medium consisting of a cloth of cotton, wool, nylon, dynel, fiber glass or plastic, or a stainless steel mesh, or a double layer of stainless steel coil springs. The drum with horizontal axis is set in a tank with about one quarter of the drum submerged in...

Info Wnn 1 Structural Timber Design

Thu, 22 Sep 2011 15:28:50 GMT

b Edge and end distances Fig. 10.11. Fastener spacings and distances. to allow fixings to be formed in dense timber and this is a requirement for nails driven in timber with a characteristic density greater than 500 kg m3 EC5,8.3.1.1 and for all screws in hardwood EC5,10.4.5 . The above and other related requirements in EC5 are summarised in the notes accompanying Tables 10.8 and 10.9. EC5 rules for spacing, edge and end distances for joints formed with nails and or staples are summarised in...

Determine The Area Of Tension Reinforcement ConcreteDesign

Thu, 22 Sep 2011 11:20:40 GMT

The designer is concerned however with the maximum crack width which has an acceptably low probability of being exceeded. For design purposes the design maximum crack width, iv , can be based on the maximum spacing. .vr.TOX. Hence the design crack width at any level defined by y in a member will thus be given by The expression for the design crack width given in EC2 is of the above form and is given as V.max the maximum crack spacing esin the mean strain in the reinforcement allowing for the...

Introduction To Advanced Elasticity Theory StructuralMaterials

Thu, 22 Sep 2011 10:08:51 GMT

Any element of material may be subjected to three independent types of stress. Two of these have been considered in detai previously, namely direct stresses and shear stresses, and need not be considered further here. The third type, however, has not been specifically mentioned previously although it has in fact been present in some of the loading cases considered in earlier chapters these are the so-called body-force stresses. These body forces arise by virtue of the bulk of the material,...

Column splices ends prepared for contact in bearing Fig Steelwork Building Structures

Thu, 22 Sep 2011 09:24:35 GMT

25 Column splice ends prepared for contact in bearing Splices should be designed for full contact bearing to resist the vertical loads. In addition, the following recommendations should be followed a the projection of the flange cover plates beyond the ends of the column members should be equal to the width of the flange of the upper column or 225 mm, whichever is greater b the thickness of the flange cover plates should be half the thickness of the flange of the upper column or 10 mm,...

Stiffened walls Masonry Structures Eurocode 6

Thu, 22 Sep 2011 09:10:35 GMT

1 Walls may be considered as stiffened at a vertical edge if and its stiffening wall is not expected, i.e. - both walls are made of materials with approximately similar deformation behaviour, - are approximately evenly loaded - are erected simultaneously and bonded together - and differential movement between the walls for example, due to shrinkage, loading etc., is not expected, the connection between a wall and its stiffening wall, is designed to resist developed tension and compression...

Chlorine WastewaterTreatment

Thu, 22 Sep 2011 04:13:28 GMT

Chlorine is familiar to most people as it is used to treat virtually all municipal water systems in the United States. Chlorine has a number of problems when used for field treatment of water. When chlorine reacts with organic material, it attaches itself to nitrogen containing compounds ammonium ions and amino acids , leaving less free chlorine to continue disinfection. Carcinogenic trihalomethanes are also produced, though this is only a problem with long-term exposure. Trihalomethanes can...

Chlorination Systems WastewaterTreatment

Thu, 22 Sep 2011 04:04:11 GMT

Water chlorination is carried out by using both free and combined residuals. The latter involves chlorine application to produce chloramine with natural or added ammonia. Anhydrous ammonia is used if insufficient natural ammonia is present in the wastewater. Although the combined residual is less effective than free chlorine as a disinfectant, its most common application is as a post-treatment following free residual chlorination to provide initial disinfection. Free residual chlorination...

Beams Design of Buildings Eurocode 2

Wed, 21 Sep 2011 14:15:57 GMT

This Section covers the design of beams for shear and torsion, and supplements the examples given in Section 2. The requirements for adequate safety against lateral buckling are also examined. EC2 1 differs from BS 8110 2 because the truss assumption used in shear design is explicit. Leading on from this, two alternative methods are given in the Code. 2 Variable Strut Inclination VSI . The standard method assumes a concrete strut angle of 45 cotG 1 and that the direct shear in the concrete, V...

T Ots StructuralMaterials

Wed, 21 Sep 2011 13:34:32 GMT

The Bredt-Batho theory developed in the previous section may be applied to the solution of problems involving cellular sections of the type shown in Fig. 5.7. Fig. 5.7. Thin-walled cellular section. Fig. 5.7. Thin-walled cellular section. Assume the length RSMN is of constant thickness 11 and subjected therefore to a constant shear stress t . Similarly, NOPR is of thickness t2 and stress t2 with NR of thickness i3 and stress Z3. Considering the equilibrium of complementary shear stresses on a...

Info Wem Seismic Design Eurocode 8

Wed, 21 Sep 2011 11:08:29 GMT

Figure 2.5 Demonstration of the types of ground-motion parameters that may be calculated from a single record. The record in this case is the 020 component recorded during the 1994 Northridge earthquake at the Saturn St. station in Los Angeles. The three panels on the left show the acceleration, velocity, and displacement time-series as well as the peak and root-mean-square rms values. The panels on the right show, from top to bottom, a Husid plot of the build-up of Arias intensity as well as...

H Rts SoilMechanics

Tue, 20 Sep 2011 18:38:22 GMT

Owing to the drainage at the top and bottom of the layer the value of u will immediately fall to zero at these points. With the mathematical solution it is possible to determine u at time t for any point within the layer. If these values of pore pressures are plotted, a curve known as an isochrone can be drawn through the points Fig. 10.3b . The maximum excess pore pressure is seen to be at the centre of the layer and, for any point, the applied pressure Fig. 10.3 Variation of excess pore...

Division of moments between column and middle strips Concrete Building Structures

Tue, 20 Sep 2011 18:00:06 GMT

The design moments obtained from analysis of the frames or from Table 5.4 should be divided between the column and middle strips in the proportions given in Table 5.5. Table 5.5 Distribution of design moments of flat slabs For the case where the width of column strip is taken as equal to that of the drop and the middle strip is thereby increased in width, the design moments to be resisted by the middle strip should be increased in proportion to its increased width. The design moments to be...

Info Hvu Design of Joints

Tue, 20 Sep 2011 16:20:38 GMT

1 Only bolt assemblies of classes 8.8 and 10.9 conforming to the requirements given in 2.8 Reference Standards Group 4 for High Strength Structural Bolting with controlled tightening in accordance with the requirements in 2.8 Reference Standards Group 7 may be used as preloaded bolts. 1 The material properties, dimensions and tolerances of steel rivets should comply with the requirements given in 2.8 Reference Standards Group 6. 1 The following materials may be used for anchor bolts - Steel...

Design procedure Steelwork Building Structures

Tue, 20 Sep 2011 06:52:43 GMT

a Calculate the factored load 1.6 x imposed 1.4 x dead, and then calculate the maximum factored bending moments Mx and the factored shear forces b Calculate the second moment of area required to satisfy the deflection limitations described in clause 2.6.2. For simply supported beams, use the method described in clause 4.2 b . c Determine the effective length LE from the two cases Beams with lateral restraints at their ends only The effective length LE should be obtained from Table 7 according...

T Nsk SoilMechanics

Tue, 20 Sep 2011 05:49:38 GMT

12.8.2 Alternative and safer way to determine c' and 4 gt for an unsaturated soil Procedure is to first fully saturate the sample and then to determine c' and 4 gt '. A pressure source is connected to the pore water in the sample which is then increased in pressure. This increase in pressure is referred to as the back water pressure and must be of sufficient intensity so that any air present in the soil will dissolve into the soil water and the sample will become fully saturated. The sample is...

Butt welds Steelwork Building Structures

Tue, 20 Sep 2011 04:09:48 GMT

Throat thickness for full penetration welds should be taken as the thickness of member. For partial penetration welds, it should be taken as the minimum depth of weld penetration, except that it should be taken as the actual depth less 3mm for V- or bevel welds. The depth should not be less than 2 f t, where t is the thickness in mm of the thinner connected part. The design strength should be taken as that of the parent metal, provided that the weld is made with a suitable electrode. Any...

Info Tpc Structural Timber Design

Tue, 20 Sep 2011 03:08:50 GMT

Relative slenderness about the krel.z equation 5.3 EC5, equation 6.22 As both relative slenderness ratios are greater than 0.3, conditions in 5.3.1 b apply EC5, 6.3.2 3 Redistribution factor for a km 0.7 Factor pc for solid timber pc 0.2 Factor, ky equation 5.5a EC5, equation 6.27 equation 5.4a EC5, equation 6.25 Factor, kz equation 5.5b EC5, equation 6.28 Instability factor about the z-z axis equation 5.4b EC5, equation 6.26 kz 0.5 1 pc krel.z - 0.3 keU

Biaxial bending of short columns ConcreteDesign

Tue, 20 Sep 2011 02:16:47 GMT

For most columns, biaxial bending will not govern the design. The loading patterns necessary to cause biaxial bending in a building's internal and edge columns will not usually cause large moments in both directions. Corner columns may have to resist significant bending about both axes, but the axial loads are usually small and a design similar to the adjacent edge columns is generally adequate. A design for biaxial bending based on a rigorous analysis of the cross-section and the strain and...

A Stage Structural Design of Concrete Cantilever Retaining Wall Seismic Analysis 2

Tue, 20 Sep 2011 01:53:37 GMT

As stated in the introduction to this appendix, the second stage of the wall design entails the structural design of the concrete wall, to include the dimensioning of the concrete base slab the toe and heel elements and stem, and the detailing of the reinforcing steel. All reinforced-concrete hydraulic structures must satisfy both strength and serviceability requirements. In the strength design method, this is accomplished by multiplying the service loads by appropriate load factors and by a...

Residual strength of soil SoilMechanics

Mon, 19 Sep 2011 23:39:26 GMT

In an investigation concerning the stability of a clay slope, the normal procedure is to take representative samples, conduct shear tests, establish the strength parameters c' and lt gt ' from the peak values of the tests, and conduct an effective stress analysis. For this analysis the shear strength of the soil can be expressed by the equation There have been many cases of slips in clay slopes which have afforded a means of checking this procedure. Obviously when a slope slipped its factor of...

An Alternative Analysis The Forgotten Method Of Dimensional Analysis WastewaterTreatment

Mon, 19 Sep 2011 21:34:54 GMT

I often refer to dimensional analysis as lost art - because it is usually not heavily emphasized in engineering education today. However, for well over 100 years its has provided simply a wealth of practical design correlations that are still relied upon in virtually all aspects of chemical engineering, ranging from classes of problems dealing with heat and mass transfer, reaction kinetics, momentum exchanges in flow dynamics. Much of sedimentation theory, and indeed the basis for more...

Design for beam shear support A Concrete Structures Eurocode 3

Mon, 19 Sep 2011 10:01:44 GMT

VEd 646 - 350 2 0.689 x 1.35 x 46.0 1.5 x 63.3 646 - 0.864 x 157.1 Check maximum shear resistance v 0.6 1 - fck 250 0.6 1 - 30 250 0.528 fd 30 1.5 20.0 MPa 0 angle of inclination of strut. 0.5 sin-1 vEd2 0.20 fCk 1 - fCk 250 gt cot-12.5 where VEd bz VEd b x 0.9d 510.3 x 103 350 x 0.9 x 689 2.35 MPa 0 0.5 sin-1 2.35 0.20 x 30 1 - 30 250 gt cot-12.5 0.5 sin-1 0.445 gt cot-12.5 0.5 x 26.4 gt 21.8 21.8 1.0 x 350 x 0.90 x 689 x 0.528 x 20.0 2.5 0.4 790 kN lt 6.2.3 amp NA gt lt 6.2.3 1 gt lt 6.2.3 3...

Materials Theory of Structures

Mon, 19 Sep 2011 06:27:01 GMT

4.1 Introduction 4 3 4.1.1 Standards and codes of practice 4 3 4.2.4 Concrete mix design 4 8 4.2.5 Properties of hardened concrete 4 9 4.2.7 Concreting in hot, arid climates 4 14 4.2.8 Reinforcement and prestressed steel 4 14 4.3.1 Workability tests 4 14 4.3.3 Accelerated strength tests 4 16 4.3.5 Nondestructive strength tests 4 16 4.3.6 Tests on aggregates 4 16 4.3.7 Measurement of entrained air 4 17 4.3.8 Analysis of fresh concrete 4 17 4.3.9 Analysis of hardened concrete 4 17 4.4 Plastics...

Sls Tjj Structural Timber Design

Mon, 19 Sep 2011 04:32:58 GMT

Depending on the connector type, the toothed plate will be made from cold rolled uncoated low-carbon steel, continuous hot dipped galvanised mild steel or malleable cast iron. With steel connectors, the edges of the connector plate are bent over to form triangular projecting teeth, and with cast iron connectors, conical spikes having a blunted point project from one or both faces. An example of a circular toothed-plate connector formed from steel plate having projecting teeth on one or both...

Vertical component of the seismic action Earthquake Resistance Eurocode 9

Mon, 19 Sep 2011 04:30:42 GMT

1 If avg is greater than 0,25 g 2,5 m s2 the vertical component of the seismic action, as defined in 3.2.2.3, should be taken into account in the cases listed below - for horizontal or nearly horizontal structural members spanning 20 m or more - for horizontal or nearly horizontal cantilever components longer than 5 m - for horizontal or nearly horizontal pre-stressed components - for beams supporting columns 2 The analysis for determining the effects of the vertical component of the seismic...

Design of anchorages Structural Design Eurocode 7

Sun, 18 Sep 2011 18:49:49 GMT

The design of anchorages is covered by Section 8 of Eurocode 7 Part 1, 'Anchorages', whose contents are as follows 8.1 General 12 paragraphs 8.2 Limit states 1 8.3 Design situations and actions 2 8.4 Design and construction considerations 15 8.5 Ultimate limit state design 10 8.6 Serviceability limit state design 6 8.7 Suitability tests 4 8.8 Acceptance tests 3 8.9 Supervision and monitoring 1 Section 8 of EN 1997-1 applies to prestressed and non-prestressed anchorages both temporary and...

Design strength py Steelwork Building Structures

Sun, 18 Sep 2011 08:32:35 GMT

This Manual covers the design of structures fabricated from steels supplied to BS 4360, and the design strengths, py, should be obtained from Table 2. Other steels may be used provided that their design strengths are obtained in a similar manner as in BS 4360.

Kinetics DamageMechanics

Sat, 17 Sep 2011 19:37:15 GMT

5.2.1 Force, Traction and Stress Vectors 38 There are two kinds of forces in continuum mechanics body forces act on the elements of volume or mass inside the body, e.g. gravity, electromagnetic fields. dF pbdVol. surface forces are contact forces acting on the free body at its bounding surface. Those will be defined in terms of force per unit area. 39 The surface force per unit area acting on an element dS is called traction or more accurately stress vector. f tdS if txdS jf tydS kf tzdS 5.37...

MU CU KU f MUg SeismicAnalysis

Sat, 17 Sep 2011 06:40:09 GMT

In a MDF sytem, a system is discretized into its degrees of freedom. The number of degrees of freedom depend on the number of elements and the degree of freedom for each element. Usually in the case of concrete gravity dams isoparametric plane stress or plane strain are used. These types of elements are used for two dimensional problems. In some cases triangular elements may be used. In both plane stress or plane strain the displacement field is given by the u and v in directions of cartisian x...

Info Lma SoilMechanics

Fri, 16 Sep 2011 12:52:15 GMT

In this case, 0'. When this happens the formula for Ka reduces to Ka cos 0'. Hence Thrust 7Ka 0.819 x 19 x 194.5 kN This thrust is assumed to be parallel to the slope, i.e. at 35 to the horizontal. Horizontal component 194.5 x cos 35 159 kN Increase in horizontal thrust 95 kN m length of wall Instead of considering the equilibrium of an element in a stressed mass, Coulomb's theory considers the soil as a whole. If a wall supporting a cohesionless acting soil is suddenly removed the soil will...

Commentary Eurocode Eurocode 2 Guide

Fri, 16 Sep 2011 02:44:49 GMT

Copyright European Concrete Platform ASBL, June 2008 All rights reserved. No part of this publication may be reproduced, stored in a retrieval system or transmitted in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of the European Concrete Platform ASBL. Published by the European Concrete Platform ASBL Editor Jean-Pierre Jacobs All information in this document is deemed to be accurate by the European Concrete Platform...

Field Vane Test FVT Geotechnical Design 3

Fri, 16 Sep 2011 02:30:50 GMT

1 Examples of correction factors to obtain the undrained shear strength from the measured value are shown in figures G.1 and G.2, based on local experience and back calculations of slope failures. 2 Correction factors based on figure G.1 may be used in soft normally consolidated clays. 3 Correction factors based on figure G.2 may be used in overconsolidated clays. 4 If more than one method correcting the measured value is used, the value of the correction factor which will give the lowest...

Analysis Eer Concrete Structures Eurocode 3

Fri, 16 Sep 2011 00:56:04 GMT

MEd 1.25 x 30.2 x 0.090 1.5 x 11.5 x 0.100 x 6.02 MEd 50.8 x 0.106 x 6.02 193.8 kNm Shear force VAB 0.45 x 6.0 x 50.8 137.2 kN VAB 0.63 x 6.0 x 50.8 192.0 kN Coefficients for use with beams See Concise EC2 Table 15.3 Coefficients for use with beams See Concise EC2 Table 15.3 For beams and slabs, 3 or more spans. They may also be used for 2 span beams but support moment coefficient 0.106 and internal shear coefficient 0.63 both sides. a At outer support '25 span' relates to the UK Nationally...

Remark Adi Finite Element Method 2

Thu, 15 Sep 2011 19:35:50 GMT

The feasibility of the condensation process 11.5 hinges on the non-singularity of Kn. This matrix is nonsingular if the superelement is rank-sufficient in the sense stated in 11.1.3, and if fixing the boundary freedoms precludes all rigid body motions. If the former condition is verified but not the latter, the superelement is called floating. Processing floating superelements demands more advanced computational techniques, among which we cite the concepts of projectors and generalized...

I Ngj SoilMechanics

Thu, 15 Sep 2011 12:38:29 GMT

Beam supports at least 1 m either side Beam supports at least 1 m either side a Arrangement Fig. 8.17 Measurements of set. As an alternative to jetting, vibration techniques can be used to place piles in granular soils. Vibrators are not efficient in clays but can be used if piles are to be extracted. Generally built up with a series of short sections of precast concrete, this pile is jacked into the ground and progressively increased in length by the addition of a pile section whenever space...

Iodine WastewaterTreatment

Thu, 15 Sep 2011 06:50:47 GMT

Iodine's use as a water purification method emerged after World War 2, when the U.S. military was looking for a replacement for Halazone tablets. Iodine was found to be in many ways superior to chlorine for use in treating small batches of water. Iodine is less sensitive to the pH and organic content of water, and is effective in lower doses. Some individuals are allergic to iodine, and there is some question about long term use of iodine. The safety of long-term exposure to low levels of...

Figure Centre of compression lever arm z and force distributions for deriving the design moment resistance MjRd Design of Joints

Thu, 15 Sep 2011 05:51:43 GMT

Figure 6.16 Simplified models for bolted joints with extended end-plates Figure 6.16 Simplified models for bolted joints with extended end-plates 13 Where the members are not prepared for full contact in bearing, splice material should be provided to transmit the internal forces and moments in the member at the spliced section, including the moments due to applied eccentricity, initial imperfections and second-order deformations. The internal forces and moments should be taken as not less than...

Info Qvq Aeroelasticity

Wed, 14 Sep 2011 17:47:23 GMT

It can be verified by applying Cramer's method for their solution that a nontrivial solution only exists if the determinant of the coefficients is equal to zero. This is typical of all nontrivial solutions to homogeneous, linear, algebraic equations, and here yields sinh2 al - sin2 af - cosh af cos af 2 0, 2.247 one obtains the characteristic equation as simply cos a cosh af 1 0. 2.249 One cannot extract a closed-form exact solution for this transcendental equation. However, numerical solutions...

Info Dju Aeroelasticity

Wed, 14 Sep 2011 15:45:37 GMT

Figure 3.26 Sweep angle for which divergence dynamic pressure is infinite for a wing with e 0.02 solid line is for GJ EI 1.0 dashed line is for GJ EI 0.25. In this chapter we have considered divergence and aileron reversal of simple wind tunnel models, torsional divergence and load redistribution in flexible beam representations of lifting surfaces, the effects of sweep on coupled bending-torsion divergence, and the role of aeroelastic tailoring. In all these cases, the inertial loads are...

Axial Loading Of Metal Dowel Connection Systems Structural Timber Design

Wed, 14 Sep 2011 10:35:56 GMT

The strength equations given in the following sub-sections assume that the tensile strength of fasteners will always exceed their withdrawal capacity from the connection. If, however, there is a need to evaluate the tensile strength of the fastener, it should be carried out in accordance with the requirements of EN 1993-1-1. The withdrawal capacity of nails loaded axially is dependent on the type of nail being used. Smooth round wire nails give the poorest result and with threaded nails the...

isolator units Earthquake Resistance Eurocode 9

Wed, 14 Sep 2011 09:15:11 GMT

elements constituting the isolation system. The devices considered in this section consist of laminated elastomeric bearings, elasto-plastic devices, viscous or friction dampers, pendulums, and other devices the behaviour of which conforms to 10.1 2 . Each unit provides a single or a combination of the following functions - vertical-load carrying capability combined with increased lateral flexibility and high vertical rigidity - energy dissipation, either hysteretic or viscous - lateral...

Table 1 Concrete Structures Eurocode 3

Wed, 14 Sep 2011 06:22:09 GMT

Bending moment coefficients for flat slabs End support slab connection First Interior Interior End End End End support span support span G.GB6FI -G.G4FI G.G7SFI -G.GB6FI G.G63FI 1 Applicable to slabs where the area of each bay exceeds 30 m2, Qk, lt 1.25 Gk and qk lt 5 kN m2 2 F is the total design ultimate load, l is the effective span 3 Minimum span gt 0.85 longest span, minimum 3 spans 4 Based on 20 redistribution at supports and no decrease in span moments Whichever method of analysis is...

Example Vir SoilMechanics

Tue, 13 Sep 2011 22:14:33 GMT

Using Fig. 2.9f, determine the loss through seepage under the dam in cubic metres per year if k 3 x 10-6 m s and the level of water above the base of the dam is 10 m upstream and 2 m downstream. The length of the dam perpendicular to the plane of seepage is 300 m. Total seepage loss per year 300 x 8.8 x 60 x 60 x 24 x 365 x 10 6 m3 Figure 2.10 shows a sample of soil encased in a vessel of cross-sectional area A, with upward flow of water through the soil taking place under a constant head. The...

E SLS check Eurocode 7 Guide

Tue, 13 Sep 2011 21:36:12 GMT

Table E15.2 also shows the results of a serviceability computation by FREW. For this, all partial factors are unity and there is no allowance for 'overdig'. The length of wall gives it fixity at the base, as can be seen in Figure E15.5, and the SLS bending moment is 119 kNm m, only 28 of the design ULS value. Calculations of this type, if done at all, would normally only be used to assess the maximum SLS deflection, which was calculated as 29 mm. This value should be used in assessing effects...

C No faade steel beam concrete cantilever edge strip present Figure Cc Earthquake Resistance Eurocode 9

Tue, 13 Sep 2011 21:10:41 GMT

1 When there is a concrete cantilever edge strip but no fa ade steel beam, EN 1994-1-1 2004 applies for the calculation of the moment capacity of the joint. b no concrete cantilever edge strip - no fa ade steel beam - see C.3.1.1. c concrete cantilever edge strip - no fa ade steel beam - see C.3.1.2. d no concrete cantilever edge strip - fa ade steel beam - see C.3.1.3. e concrete cantilever edge strip - fa ade steel beam - see C.3.1.4. A main beam B slab C exterior column D fa ade steel beam...

Design Whs Design of Buildings Eurocode 2

Tue, 13 Sep 2011 20:27:50 GMT

Provide a 15 mm chamfer to the outside edge of the nib and assume the line of action of the load occurs at the upper edge of the chamfer. Permissible design ultimate bearing stress 0.6 for dry bearing Therefore minimum width of bearing 0.6 x 20 x 1000 Minimum width of bearing for non-isolated member 40 mm Allowance for nib spalling 20 mm Allowance for inaccuracies 25 mm Nominal bearing width 40 20 25 85 mm Allow an additional 25 mm for chamfer on supported member. Width of nib projection 85 25...

C Ultimate limit state design Eurocode 7 Guide

Tue, 13 Sep 2011 16:37:55 GMT

Besides checking the stability and serviceability of individual foundations, it is essential to check the stability of the site, or part of the site on which a structure is to be built. The reader is referred to Section 9 and to D2.2. The basic requirement is represented by the inequality Vd-Rd where Vd is the ultimate limit state design load normal to the foundation, and Rd is the design bearing resistance of the foundation against loads normal to the foundation. This may appear to be a...

B Lmw Structural Design Eurocode 7

Tue, 13 Sep 2011 14:30:55 GMT

Divide clay layer into N 5 sub-layers of thickness At - - 0.6 m For each layer i 1 N, the depth below base to the centre of each layer is At given by zi At x i and the normalized foundation half breadth by B mi -. The influence factor Iq Iq mi can be found from Fadum's chart. The change in vertical stress in each layer is A av 4Iq Aqd and the settlement in each layer pc m Actv At.O Substituting values into the previous expressions gives settlement in each layer pc m Actv At.O Substituting...

Measurement of soil suction SoilMechanics

Tue, 13 Sep 2011 14:21:30 GMT

From a geotechnical point of view there are two components of soil suction as follows 1 Matric suction that part of the water retention energy created by the soil matrix. 2 Osmotic suction that part of the water retention energy created by the presence of dissolved salts in the soil water. It should be noted that these two forms of soil suction are completely independent and have no effect on each other. The total suction exhibited by a soil is obviously the summation of the matric and the...

Fundamental Laws of Continuum Mechanics DamageMechanics

Tue, 13 Sep 2011 10:54:57 GMT

58 We have thus far studied the stress tensors Cauchy, Piola Kirchoff , and several other tensors which describe strain at a point. In general, those tensors will vary from point to point and represent a tensor field. 59 We have also obtained only one differential equation, that was the compatibility equation. 60 In this chapter, we will derive additional differential equations governing the way stress and deformation vary at a point and with time. They will apply to any continuous medium, and...