Architectural design and practice Phần 4 doc
Financial Analysis: Tools and Techniques 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...
OPTICAL IMAGING AND SPECTROSCOPY Phần 4 docx
... 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...
.Object-Oriented Design for Temporal GIS Phần 4 doc
... 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...
ED ANALYSIS AND DESIGN CONCEPTS OF SPACE AND TIME Phần 1 docx
... 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...
OBJECT-ORIENTED ANALYSIS AND DESIGN CONCEPTS OF SPACE AND TIME Phần 4 ppsx
... 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...
Architectural design and practice Phần 1 pdf
... 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...
Architectural design and practice Phần 2 doc
... 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 &...
Architectural design and practice Phần 3 ppt
... 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...
Architectural design and practice Phần 4 doc
... 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...
Architectural design and practice Phần 5 doc
... (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...
Architectural design and practice Phần 6 ppsx
... 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...
Architectural design and practice Phần 7 docx
...
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...
Architectural design and practice Phần 8 docx
... 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...
Architectural design and practice Phần 9 ppsx
... 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...
Architectural design and practice Phần 10 pps
... 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...
Từ khóa: