Architectural design and practice Phần 4 doc

... 6.55 5.90 4. 89 8 4. 45 6.55 5.90 4. 52 9 6.55 5.90 4. 46 10 6.55 5.90 4. 46 11 3.29 5.90 4. 46 12 5.90 4. 46 13 5.90 4. 46 14 5.90 4. 46 15 5.90 4. 46 16 2.99 4. 46 17–20 4. 46 21 2.25 hel78 340 _ch 04. qxd 9/27/01 ... 40 0 3 64 332 1 Ú2 288 1.125 1.125 Preference Stock II 2 40 2 396 352 350 1.125 1.125 $4. 50 Convertible 3 42 3 1 4 423 1 4 425 250 1.125 1.125 Serie...

Ngày tải lên: 05/08/2014, 13:20

... those of random processes. Noise in imaging and spectroscopy differs from noise in optical communication, data processing, and data storage systems because temporal signal modulation and read ... of each component of the CGH encoding algorithm. 4. 14 Vanderlught Correlators. A Vanderlught correlator consists of the 4F optical system sketched in Fig. 4. 25. (a) Show that the t...

Ngày tải lên: 05/08/2014, 14:20

... temporal GIS design trade-off, in order to define how to control the volume of spatio -temporal data required in an application within a GIS. To achieve spatio- temporal indexing for a temporal GIS, ... temporal research in databases, and it has made people aware of the need for spatio -temporal indexing in the GIS field. For example, Langran (1988) pointed out spatio...

Ngày tải lên: 07/08/2014, 04:20

... 7 1. 6 Organisation of this book 7 2 Concepts of space and time 9 2 .1 The space- dominant view 9 2.2 The time- dominant view 11 2.3 The absolute space- time view 12 2.4 The relative space view 13 2.5 ... relative time view 13 2.6 The relative space- time view 14 2.7 Choosing the view for a GIS 16 2.8 Time geography 16 2.9 Time geography and GIS...

Ngày tải lên: 08/08/2014, 00:23

... Correspondingly, valid time has been proposed for event time (Copeland and Maier, 19 84) , effective time (Ben-Zvi, 1982), logical time (Dadam, Lum and Werner, 19 84; Lum et al., 19 84) , state (Clifford and Warren, ... 19 94) . This provides a flexible and legitimate object-oriented model of an application in which analysis and design techniques have been integrated...

Ngày tải lên: 08/08/2014, 00:23

... 2 10 .6 Reinforced masonry columns, using ENV 19 96 1 1 11 Prestressed masonry 11 .1 Introduction 11 .2 Methods of prestressing 11 .3 Basic theory 11 .4 A general flexural theory 11 .5 Shear stress 11 .6 ... partial safety factors 12 .4 Calculation of vertical loading on walls 12 .5 Wind loading 12 .6 Design load 12 .7 Design calculation according to EC6 Part 1 1 (ENV 19...

Ngày tải lên: 08/08/2014, 01:20

... types of sand:sand type S and sand type G. Both types of sand will produce satisfactory mortars. However, the grading of sand type G, which falls between the lower limits of sand S and sand G, may ... unit and the masonry strength is Fig. 3 .2 Effect of joint thickness on brickwork strength. 20 04 Taylor & Francis Table 2. 7 (Contd) 20 04 Taylor & Francis 20 04 Taylor &...

Ngày tải lên: 08/08/2014, 01:20

... built in brickwork and the other in blockwork. 4.2 .3 Sections 3 and 4: design Sections 3 and 4 contain the main design information, starting with a statement of the basis of design. Unlike its ... components and workmanship. In general, these should be in accordance with the relevant British Standard (e.g. BS 5628: Part 3; Materials and components, design and workman...

Ngày tải lên: 08/08/2014, 01:20

... wall calculated from (4. 14) where M i and N i are respectively the design bending moment and vertical load at the top or bottom of the wall and e hi and e a are â20 04 Taylor & Francis ... can be determined from Fig. 4. 6 using values of h ef /t ef and e mk /t. Figure 4. 6, used in EC6, is equivalent to Fig. 4. 4, used in BS 5628, to obtain values of and ò r...

Ngày tải lên: 08/08/2014, 01:20

... (DL)=1. 35 ␥ f (LL)=1 .5 Design vertical loading (Fig. 5. 16) Loading from above (W 1 )=1. 35 1 05+ 1 .5 19=170.25kN/m Load from left (W 2 ) dead load only=1. 35 4.1 =5. 535kN/m imposed load =5. 5 35+ 1 .5 2.2=8.835kN/m ... Design vertical loading (Fig. 5. 18) Load from above=1. 35 21.1+1 .5 2.2=31.785kN/m Self-weight of wall=1. 35 17=22.95kN/m Total vertical design load W...

Ngày tải lên: 08/08/2014, 01:20

... of design loads and are to be compared with the design strengths of the material in compression and shear. The design of the beam would be carried out in accordance with the relevant code of practice. 8.2 ... introduced by Wood for design purposes and M p is the effective plastic moment given by Z σ y / ␥ ms . For design purposes the design strength must be equal to or gr...

Ngày tải lên: 08/08/2014, 01:20

... In Figs 10.6 and 10 .7, f v =0.35(1+ 17. 5?), a/d=6 and ␥ mv =2.0. For these conditions it is apparent that shear strength will be a limiting factor for steel ratios above 0.0 07 0.009 and 0.003–0.004 ... METHODS OF DESIGN Design against progressive collapse could be introduced in two ways: ã Design against the occurrence of accidental damage. ã Allow accidental damage to occur...

Ngày tải lên: 08/08/2014, 01:20

... forces of compression and tension must be equal, hence (11. 18) â2004 Taylor & Francis Design for axial load =80 0kN and moment=50+31.3 =81 .3kNm Assume that d c =300 mm and A s1 =A s2 =905 ... G k =3.5ì21ì10.5+6ì4 .8 21ì10.5 +(12ì2.6ì4.25ì2 .85 +4ì2ì2.42ì4.25ì2 .85 +2ì21ì2.6ì2 .85 +21ì2ì2ì2.42ì2 .85 )ì7 =17643kN 12.5 WIND LOADING 12.5.1 General stability To explain the...

Ngày tải lên: 08/08/2014, 01:20

... floor C f qA e ìh/2=1.1ì(12 69/ 10 3 )ì21ì3ì3/2=131.9kNm ã 5th floor 1.1ì(12 69/ 10 3 )ì21ì6ì3=527.6kNm ã 4th floor (1.1ì12 69 21/10 3 ) 9 9/ 2=1187.20kNm ã 3rd floor 29. 313ì(12ì12/2)=2110.54kNm ã 2nd floor 29. 313ì(15ì15/2)=3 297 .70kNm â2004 ... idealized and replaced by a two-dimensional frame (Fig. 12.8) and analysed as discussed in Chapter 6 for wind loading. 12.7 DESIGN CALCULA...

Ngày tải lên: 08/08/2014, 01:20

... outer cavity and corridor wall. The wall type A (AD and BC in Fig. 12 .10) may be relieved of some of the design load, hence no further check is required. 12 .10 APPENDIX: A TYPICAL DESIGN CALCULATION FOR ... The design wind velocity where S 1 =S 3 =1. Using ground roughness Category (3), Class A, and height of the building=21m, therefore Fig. 12 .10 Panel, simply supported...

Ngày tải lên: 08/08/2014, 01:20