The Impact of Mixture Parameters

Basically, the type of aggregate mix, the type and content of binder, and the amount of air voids (Va), voids in mineral aggregate (VMA), voids filled with binder (VFB) are taken into account when analyzing the resistance to deformation of an asphalt mixture course. The development of rutting is a fairly complex process depending on, among other things, the relationships among the three aforementioned factors. Hence the resistance to deformation depends on the shear strength of an asphalt mix (Kandhal et al., 1998), which is the result of binder and aggregate (aggregate blend) interactions.

With mixtures like SMA, it would seem to be a justified statement that with such a strong aggregate structure, the role of the binder should be substantially reduced. However, practice has proved that functionally better binders like polymer modified binder (PMB) or multigrade binders are being used in more and more countries. They provide for better cohesion at high service temperatures and also improve pavement characteristics (e. g., crack resistance) at low temperatures.

Resistance to deformation has been tested for many years. Many assessment meth­ods have been developed, from the simplest and the oldest ones like an assessment based on Marshall stability, through the so-called Marshall quotient (the ratio of stability to flow), to sophisticated up-to-date test methods including triaxial dynamic compression and shear machines.

Next, the following test methods will be discussed:

• Creep tests with constant and repeated loads

• Triaxial dynamic compression test

• Wheel-tracking test

• Asphalt Pavement Analyzer (APA)

GUIDELINES FOR MULTIPLE – SIGN-SUPPORT CONSTRUCTION

The following guidelines should be followed for multiple-sign-support construction:

• Multimount sign supports are designed to function properly when more than one support is struck by an errant vehicle. There will be occasions, however, where only one support will be impacted. When this occurs, it is necessary that the sign panel be properly fastened and have sufficient rigidity so that the post(s) that are not impacted will support the sign panel, preventing intrusion into the vehicle.

• The hinge should be located at least 7 ft (2100 mm) above the ground to prevent the upper section of the support from penetrating the windshield.

• No portion of the primary sign, additional signs, or bracing should be attached to the supports below the hinges. Fastening below the hinge will interfere with the breakaway performance of the support post. Signs that are mounted to the primary sign panel and are less than 7 ft (2100 mm) above the ground can intrude into the passenger compartment even when the hinge operates correctly. Supplemental sign panels should not, therefore, be less than 7 ft (2100 mm) above the ground.

• Two posts within a 7-ft (2100-mm) path should each have a mass that does not exceed 18 lb/ft (27 kg/m).

• Slip base mechanisms must be constructed with the proper size bolts and washers. Oversized bolts can result in bending between the upper and lower base plates. Washers that are too thin can deform into the slots and bind the plates together.

• The torque specifications must be followed when assembling slip bases and hinges. With insufficient torque, wind and ice loads can cause the bolts to become loose, with subsequent “blowdown” from hinge release or “walking” at the slip base. Applying too much torque can result in binding between the mating surfaces, with subsequent improper operation upon impact.

• Crash tests, performed on level terrain, indicate that breakaway designs perform satisfactorily upon impact. When installed on slopes, however, there is the possibility that they may not function as planned. This is due to the slope’s changing the trajec­tory of the impacting vehicle from the test conditions achieved with level ground. Multiple-mount signs should be installed on level ground when possible and out­side the clear zone, in a location where they will be least likely to be hit. Some state agencies routinely require multimount signs to be installed 40 ft (12 m) or more from the edge of the traveled way.

• Follow the installation plans of multiple-mount supports for both construction and maintenance. Do not make temporary maintenance repairs using wrong size bolts or shear plates. Temporary repairs often become permanent, or at any rate can be sub­jected to an impact prior to correction.

• Do not install any sign supports in a ditch line. The water funneled in the ditch will cause premature corrosion and can freeze, preventing proper operation. The ditch can also channel errant vehicles and guide them into the support.

• Multiple-mount sign support systems are often classified as dual and triple installa­tions. This classification refers to the number of posts permitted within a 7-ft (2100-mm) radius. Approval of support types for dual installation, for example, indi­cates that no more than two of these supports are permitted within a 7-ft (2100-mm) radius of each other. Acceptable impact performance can be achieved by reducing, but never increasing, the number of supports. A support type approved for dual use can be installed as a single-mount post but not as a triple installation.

• Multimount supports installed with slip base and/or frangible coupler designs must have a maximum height of 4 in (100 mm), over a span of 5 ft (1.5 m), from the ground to the topmost part of the anchor. This is necessary to prevent the anchor piece from snagging the undercarriage of impacting vehicle.

• Each post of a hinge design should be fabricated from a continuous piece of material. The holes for the friction and hinge plates should be drilled and sections match – marked before cutting and weatherproofing. The match marks must be visible after weatherproofing.

• Supports, posts, and anchor pieces should be fabricated and assembled in a shop to ensure proper alignment and match of base plates. Any dismantling that may be required necessitates the placement of match marks to ensure reassembly in the original manner.

• Each post should be installed as a unit to ensure proper alignment of the post and anchor piece assemblies.

• Proper functioning of the slip base feature requires that the interior washers, between the post slip plate and the anchor piece slip plate, transfer the bearing pressures equally. After assembly, the upper and lower slip plates should have a clearance between them of at least % in (3 mm) but not in excess of 34 in (7 mm).

• All bolts for attaching the signs to the stiffeners should be %s in (8 mm) placed in bolt holes of % in (10 mm). Flat washers should be used beneath the head of hex head bolts. Fiber washers should be used beneath the head of carriage bolts to prevent possible damage to the reflective sheeting when tightening. All bolts should be suffi­ciently long to allow the bolt to extend beyond the nut when tightened correctly.

Advection — Diffusion

Transport of pollutant or of heat in porous media is governed by a combination of advection and diffusion (Chapter 6, Section 6.3.1). The advection phenomenon is related to the transport (noted as a flow f ) of any substance by a fluid flow,

described by the fluid’s velocity, f df/:

fad. = Cf (11.11)

The substance concentration, C, is generally supposed to be small enough not to influence the fluid flow. In porous media, due to the tortuosity of the pore network, and due to the friction, advection is always associated with a diffusion characterised by the diffusion-dispersion tensor, D. Therefore, the total flux of substance is:

Lad. = Cf – iD9’C <1U2>

Balance equations and storage equations may be written in a similar way to the one for diffusion problems Eqs. 11.6, 11.8 and 11.10.

Compared to the diffusion constitutive law, Eqs. 11.7 and 11.9, here an advection term appears which doesn’t depend on the concentration gradient, but directly on the concentration. This is modifying completely the nature of the equations to be solved. Problems dominated by advection are very difficult to solve numerically (Charlier & Radu, 2001). In order to evaluate the relative advection effect, it is useful to evaluate the Peclet’s number, Pe, which is the ratio between the diffusive and advective effects:

fluid j-

Pe = fdiff— (11.13)

2 Dh V ‘

where L is an element dimension and Dh is the hydrodynamic dispersion coefficient (see Chapter 6, Section 6.3.1).

Water resources for Persia and the silk road

The traveler coming from Taklamakan or India enroute for the Roman or Arab worlds, whether he crosses the Kush or the high passes of Pamir that lead to Bactria, encounters the vast arid zone of the Persian plateau (or Khorassan). The plateau’s sparse and unre­liable water resources were exploited by means of several irrigated oases during the

Bronze Age. Then much larger irrigated zones were developed beginning with the peri­od of the Achaeminde Persians. This development was based on the mining of ground­water through qanats. The earliest evidence of these projects is the account of the his­torian Polybius, who describes an expedition led by the Seleucid king Antiochus III against the Parthians in 210 BC. When the army of Antiochus penetrates into the desert, forcing his enemy to retreat, the Parthian sovereign Arsace II has his horsemen destroy the qanats of the region:

“Arsaces had expected Antiochus to advance as far as this region, but he did not think he would venture with such a large force to cross the adjacent desert, chiefly owing to the scarci­ty of water. For in the region I speak of there is no water visible on the surface, but even in the desert there are a number of underground channels communicating with wells unknown to those not acquainted with the country. About these a true story is told by the inhabitants. They say that at the time when the Persians were the rulers of Asia they gave to those who conveyed a supply of water to places previously unirrigated the right of cultivating the land for five gen­erations, and consequently as the Taurus has many large streams descending from it, people incurred great expense and trouble in making underground channels reaching a long distance, so that at the present day those who make use of the water do not know whence the channels derive their supply. Arsaces, however, when he saw that Antiochus was attempting to march across the desert, endeavored instantly to fill up and destroy the wells. The king when this news reached him sent off Nicomedes with a thousand horse, who, finding that Arsaces had retired with his army, but that some of his cavalry were engaged in destroying the mouths of

o

the channels, attacked and routed these, forcing them to fly, and then returned to Antiochus.”0

As is noted by Henri Goblot in his study of the qanats, the above text shows that the wells were not very well maintained under the Parthian regime, since nobody knows the layout and source of the underground channels. The Parthians began as nomads, caring little for the infrastructure of irrigation. It is certain that the system of qanats was once again developed under the Sassanides, and especially under the Arabs and the Turks between the 9th and 11th centuries. The city of Nishapur, in Khorassan, owes its prosperity to these wells from the beginning of the 9th century. A text from 830 AD describes how the judges of all Khorassan and even of Iraq came together to write a book of law regarding use of the qanats (the Kitab al Kani), given the absence of any prior legal precedents or earlier Muslim law. The Persian mathematician al-Karagi, liv­ing in Baghdad, wrote another more technical account of the qanats in about 1010 AD.[306] [307]

At Marw (Merv, Antiochia of the Margiana to the Greeks), the river Murgab has a dam whose age is difficult to determine, though we know that it is maintained during the Islamic period. This dam serves to stabilize the upstream progression of settled areas which we have discussed at the end of Chapter 2.[308] It also leads to the regrouping of dwellings inside an enclosure, and provides for a more reliable and regular functioning of the system of irrigation – even though the area also is equipped with qanats. Some

10,0 men are employed, under the direction of a superintendent, to maintain the hydraulic system in the 10th century.

At the beginning of the 13 th century the Mongols destroy not only the cities, but also the hydraulic systems. Marw and Balkh (Bactra, ancient capital of Bactria) are aban­doned, but Nishapur and Harat rise from their ashes, as does Samarcand, the great cen­ter of the silk trade in Sogdiana. The qanats are rebuilt; Marco Polo notices them to the north of Kerman in about 1272:

“The fourth day (of crossing the desert), we came upon a fresh-water river that flows mostly underground, but in certain places, there are openings created by the waters, where one can see it flow, but then it immediately returns below the ground. Nonetheless, one can drink to ones full. Not far from there, travelers who are spent by the ardors of the desert they had crossed, rest and refresh themselves and their beasts.”11

When the traveler Ibn Battuta visits Nishapur about 1335, he writes that this city is called “little Damascus” for the abundance of its running water and the lushness of its gardens. A Persian historian of the 15th century reports the words of another Arab voyager who was not entirely happy with his experience:

“What a beautiful city Nishapur would be if its canals were above ground and its inhabitants 1 2

underground!”

The qanats are still in operation in this area, but it is not possible to assign dates to them individually. In Iran there are twelve groups of qanats, some along an axis paral­lel to the Caspian Sea, then oriented toward the east, i. e. from Tehran to Nishapur; and others on the eastern foothills of the Zagros mountains (Ispahen) and in the center of the region of Zarand-Kerman (see Figure 7.1). Among the two thousand qanats that have been studied the longest is 50 km, in the center of the area where the land is relatively flat. But 81% of the qanats are shorter than 5 km, and 36% of them are between 500 m and 2 km. The delivered discharged is normally between 10 and 100 m3/hour. Among the 180 qanats in the Tehran region, the depth of the mother well at the head is usually between 10 and 50 m, but it can be more than 100 m or even 150 m in certain cases.[309] [310] [311]

Important rivers such as the Karun and the Kur rise in the Zagros and Fars moun­tains of southern Persia. Rather typical hydraulic works are constructed along the Karun, constituting masonry overflow weirs combined with bridges, beginning in the Sassanide period. Foremost among these is the 520-m long weir built by Roman pris­oners around 260 AD after the capture of the Emperor Valerius. These projects typical­ly raise the river level to supply irrigation canals. But in addition, beginning in the Arab period, they supply water to batteries of mills, or norias. The Amir and Feizabad dams on the river Kur, near Shiraz in Fars, are 9 and 7 meters high and 103 and 222 meters long, respectively. These dams are equipped with an impressive number of water mills: no less than 30 for the Amir (Figure 7.4) and 22 for the Feizabad. These mills have hor­izontal wheels on vertical axes, and are driven by water falling vertically onto their blades:[312]

“Adud al-Dawla closed off the river, between Shiraz and Istakhr, with a great wall, reinforced with lead. The water that accumulated behind this dam formed a great lake. Above this lake, on its two sides, there are hydraulic wheels like those that we have mentioned in Khuzistan. Below each wheel, there is a mill, and today this is one of the marvels of Fars. Later, he con­structed a city. Water flows through canals and irrigates 300 villages in the valley.”[313]

Water resources for Persia and the silk road

Figure 7.4 The Amir installation on the Kor river, in Fars (10th century) and its thirty water wheels (after Schnitter, 1994).

The regions of Bukhara and Samarcand are to the northeast of Khorassan, between the Oxus and Iaxartes rivers. If Khorassan is the land of qanats, Bactria and Sodgiana are the lands of gravity irrigation, through river water diverted into canals by small hydraulic structures. This practice in the Oxus basin stems from the Bronze Age (Figure 2.30), and becomes fully developed in the Greek kingdom of Bactria, then under the Kuchans, between the 3rd century BC and the 2nd century AD. Samarcand solidifies its identity as a great commercial crossroads in the silk trade from this time on. Around Samarcand and Bukhara irrigation networks originating from the Zeravchan River branch out over tens of kilometers.

Ancient Samarcand is located on high ground, and benefits from an advanced water – supply system – a conduit forming a siphon that is destroyed during the siege of the city by the Mongols of Ghengis Khan, in 1219. The city is rebuilt right on the river banks, making it possible to use norias to provide water for the city and its gardens. Ibn Battuta visits Samarcand around 1335, a little more than a century after its pillage. Even though the ruins remain visible, it has clearly become a beautiful city once again:

“… I reached Samarcand, one of the geatest cities, the most beautiful and the most superb. It is located on the wadi al-Qassarin (River of the Fullers) on which there are hydraulic wheels for irrigation of the gardens. The inhabitants get together, after prayers, to stroll and amuse themselves along the banks of the river where one can see benches and seats for resting, and stands that sell fruits and other consumables. Formerly there were, along the banks, imposing palaces and edifices that lead one to imagine the ambition of the inhabitants of Samarcand. But most of these were destroyed, as was a large part of the city [….]. In the city, one can see gardens.”[314]

Samarcand is known for the quality of its paper. Fullers (water hammers that shred and mash linen cloth to produce fiber for paper protection) powered by hydraulic force lend their name to the small river that feeds them, River of the Fullers, a tribu­tary of the Zeravchan. Strong Turk-Mongol regimes launch their raids on surrounding lands from central Asia, where they also develop some new water resources. In the 11th century, the Ghaznavid Turks build two dams in the Samarcand region, 8 and 15 meters high, and 25 and 52 meters long. They also build another larger structure 23 km to the north of their capital city Ghazni, in the region of present-day Kabul; it is 32 meters high and 220 meters long. The Seljuk Turks who succeed them rebuild a dam at Marw on the Murgab River to provide water for the oasis, a dam that will be rebuilt yet again by the Timurids so the oasis can be repopulated.[315] [316] In the 14th cen­tury, Tamerlan and his successors establish Samarcand as the capital of a great central Asian kingdom, and build still more dams in the regions of Teheran, Kashan, Tabas and especially near the new city of Mashadd (not far from Nishapur), present-day cap­ital of Khorasan. Near Kebar and Tabas are three arch dams, among the first known to exist after the few Roman and Byzantine arch structures. The largest, 50 km to the

southeast of Tabas, is 28 meters long and 60 meters high, a record that is destined to

18

stand for quite a long time.

Green Framing Feeling

Green framing feeling sounds a little subjective, but that’s because it has to be. For example, you are out on the job site framing, and the questions is whether to throw a small cut off of 2 X 6 into the trash or try to find a place to use it in your building process. Your decision is not only based on the cost of that piece of cut-off, but also the ease of just trashing it and the effect on the environment by using a new piece. Not an easy call to make, but you will have to make decisions like that all the time. If you choose the extra effort to conserve material, you will get a good green framing feeling.

Advanced Framing

A more tangible aspect of green framing is advanced framing. Based on the concept that wood is not as good an insulator as insulation, reduce the amount of wood in the exterior skin of a building and you will save energy and conserve building resources.

There are numerous ways to reduce the amount of wood in a building, but reducing the wood will reduce the building’s strength. There are ways, however, to reduce the amount of wood that either don’t affect the strength or still create strength enough to meet code requirements.

Some of the most common ways to reduce the amount of wood are the following:

1. Changing the stud layout from 16” O. C. to 24" O. C.

2. Changing common 3 stud backer to

2 X 4/2 X 6 L backer or ladder blocking

3. Using drywall clips instead of wood backing

4. Using insulation in headers instead of wood fillers

5. Using a cripple header instead of solid headers for non-bearing walls

6. Using single top plates

7. Eliminating trimmers where not necessary

8. Eliminating window cripples

9. Adjusting layout or door and window locations so layout aligns with stud-trimmers

10. Changing the exterior wall from 2 X 4 studs to 2 X 6 walls.

11. Using standard lengths during building so that standard material can be used with less waste.

The “Advanced Framing" illustration shows these 11 techniques. They may already be
integrated into your plans or you can integrate them on your own. If they are not already on your plans, make sure they do not conflict with the plans or that you receive the engineer’s approval.

Advanced framing was originally developed to assist builders in using methods that would save energy in houses. Because energy conservation is a major component of green building it is now a part of green framing.

Advanced Framing

Diffusion

Thermal conduction exchanges (Chapter 4) in solids and diffusion of contaminants (Chapter 6) are modelled by similar diffusion equations.

The balance equation is written:

дг/г + Q — S (11.6)

where / represents a flux of fluid or heat, Q represents a sink term and S represents the storage of fluid or of heat. When modelling a diffusion problem with the finite element method, the most often used formulation is based on fluid pore pressure, u, or on temperature, T.

Then the Darcy’s law for fluid flow in porous media gives the fluid flux (this equation has been presented in a slightly different form in Chapter 1 (Eq. 1.2) and in Chapter 2, Eqs. 2.15 and 2.16):

/і — — (дги + дг pgz) (11.7)

д

with the intrinsic permeability K (possibly depending on the saturation degree), the dynamic viscosity, д, the density, p, the fluid pressure, u, the altitude, z, and the gravitational acceleration, g. The fluid storage term, S, depends on the saturation degree, Sr, and on the fluid pressure (see Chapter 2, Section 2.7):

S — /n(u, Sr)

For thermal conduction one obtains Fourier’s law – see Eq. 4.1, rewritten here as:

fi = – kdiT (11.9)

with the conductivity coefficient, X. The heat storage (enthalpy) term depends on the temperature, T (Chapter 4, Section 4.4):

£ = fn(T) (11.10)

Diffusion of contaminant follows a similar law (Chapter 6, Section 6.3.1). The diffusion problem is non-linear when:

• the permeability depends (directly or indirectly) on the fluid pore pressure;

• the fluid storage is a non-linear function of the pore pressure;

• partial saturation occurs;

• the conductivity coefficient depends on the temperature; and

• the enthalpy is a non-linear function of the temperature.

When the storage term is considered, the time dimension of the problem has to be addressed.

FASTENING SIGN BLANKS ON MULTIPLE-SIGN-SUPPORT SYSTEMS

The sign blank and its mounting hardware become a structural component of the sign assembly upon impact. Slip base and frangible coupler designs of multiple-sign-support systems require the sign panel hardware, and the upright signposts, to provide the

TABLE 7.15 Bolt-Tightening Specifications for Slip Base Design

a.

Specifications

in U. S. Customary units

Post size,

Bolt

Clamping

Torque,

in X lb/ft

size, in

force, lb

ftlb

S3 X 5.7

K

920-1380

7-11

S4 X 7.7

К

920-1380

7-11

W6 X 8.5

5-8

1740-2660

17-19

W6 X 12

5-8

1740-2660

17-19

W6 X 15.5

5-8

1740-2660

17-19

W8 X 17

5-8

1740-2660

17-19

W8 X 20

5-8

2400-3600

17-19

W10 X 21

5-8

2400-3600

31-46

W10 X 25

5-8 or 5-8

2400-3600

31-46

W12 X 27

3-4 or 7-8

2400-3600

31-46

>30 lb/ft

1

2400-3600

44-55

b. Specifications in SI units

Post size,

Bolt

Clamping

Torque,

mm X kg/m

size, mm

force, N

N-m

S76 X 8

14

4092-6139

10-15

S100 X 11

14

4092-6139

10-15

W150 X 13

16

7740-11,832

23-25

W150 X 18

16

7740-11,832

23-25

W150 X 23

16

7740-11,832

23-25

W200 X 25

16

7740-11,832

23-25

W200 X 30

16

10,676-16,014

23-25

W254 X 31

20 or 22

10,676-16,014

42-62

W254 X 37

20 or 22

10,676-16,014

42-62

W305 X 40

20 or 22

10,676-16,014

42-62

> 45 kg/m

27

10,676-16,014

60-75

FIGURE 7.51 Design of friction plate. (See Table 7.16 for dimensions.)

TABLE 7.16 Specification of Friction Plate Design

a. Specification in U. S. Customary units; dimensions in in; see Fig. 7.51

Post size, in X lb/ft

Bolt

diameter

Bolt

length

F

G

H

J

K

L

N

d

t

S3 X 5.7

112

312

112

112

252

134

52

12

946

14

S4 X 7.7

12

112

312

112

112

252

134

52

12

526

12

W6 X 8.5

12

112

352

2

112

4

214

72

12

526

12

W6 X 12

12

112

352

2

112

4

214

72

12

’/6

12

W6 X 15.5

52

112

452

212

114

6

312

114

52

1X6

34

W8 X 17

52

112

452

212

114

514

234

114

52

1X6

34

W8 X 20

34

132

434

212

112

514

234

114

34

13-16

12

W10 X 21

34

1

514

3

112

534

234

112

34

13-16

12

W10 X 25

34

152

514

3

112

534

234

112

34

13-16

12

W12 X 27

34

152

514

3

112

612

312

112

34

13-16

12

b. Specification in

SI units; dimensions

in mm;

see Fig. 7.51

Post size,

Bolt

Bolt

mm X kg/m

diameter

length

F

G

H

J

K

L

N

d

t

S76 X 8

13

38

80

38

29

67

35

16

13

15

6

S100 X 11

13

38

80

38

29

67

35

16

13

15

6

W150 X 13

13

38

92

51

29

102

57

23

13

15

6

W150 X 18

13

38

92

51

29

120

57

23

13

15

6

W150 X 23

16

38

112

64

32

152

89

32

16

18

10

W200 X 25

16

38

112

64

32

134

70

32

16

18

10

W200 X 30

19

45

121

54

38

134

70

32

19

21

13

W254 X 31

19

45

134

76

38

146

70

38

19

21

13

W254 X 37

19

48

134

76

38

146

70

38

19

21

13

W305 X 40

19

48

134

76

38

165

89

38

19

21

13

FIGURE 7.52 Design of hinge plate. (See Table 7.17 for dimensions.)

TABLE 7.17 Specification of Hinge Plate Design

a.

Specification

in U. S. Customary units; dimensions

in in; see Fig. 7.52

Post size,

Bolt

Bolt

in X lb/ft

diameter

length

S

U

V

X

Y

Z

d

t

S3 X 5.7

158

334

258

158

152

138

58

586

956

S4 X 7.7

12

158

334

258

158

152

138

58

586

956

W6 X 8.5

12

152

454

4

158

2

254

78

58

956

W6 X 12

12

152

454

4

158

2

254

78

55б

956

W6 X 15.5

58

152

5

6

158

252

352

158

55б

W8 X 17

58

112

5

558

158

252

234

158

55б

W8 X 20

38

138

552

558

152

252

234

158

32

%

W10 X 21

38

138

6

538

152

3

234

152

32

%

W10 X 25

38

138

6

538

152

3

234

152

756

13

/16

W12 X 27

38

178

6

652

152

3

352

152

726

13

/16

b. Specification in

SI units; dimensions

in mm;

see

Fig. 7.52

Post size,

Bolt

Bolt

mm X kg/m

diameter

length

S

U

V

X

Y

Z

d

t

S76 X 8

13

38

95

67

29

38

35

16

15

8

S100 X 11

13

38

95

67

29

38

35

16

15

8

W150 X 13

13

38

108

102

29

51

57

23

15

6

W150 X 18

13

38

108

102

29

51

57

23

15

8

W150 X 23

16

38

127

152

32

64

89

32

18

8

W200 X 25

16

38

127

133

32

64

70

32

18

8

W200 X 30

19

45

140

133

38

64

70

32

21

10

W254 X 31

19

45

152

146

38

76

70

38

21

10

W254 X 37

19

48

152

146

38

76

70

38

21

11

W305 X 40

19

48

152

165

38

76

89

38

21

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rigidity necessary for proper operation. This includes providing sufficient resistance to activate the hinge and to prevent intrusion of the sign and impacted support into the passenger compartment. Proper hinge activation also requires that no portion of the pri­mary sign, or any supplemental signs, be attached to the support posts below the hinge. In addition, no portion of the sign panel should extend lower than 7 ft (2100 mm) above ground level.

Fastening of sign panels to multisupport sign systems usually requires the use of stiffeners to provide the required rigidity. The exception to this is for relatively small surface area signs, which require multiple supports because of their shape, and for wooden signs. Consult state specifications for installation requirements. Clamps are used to fasten the stiffeners to S – or W-shaped beam posts, eliminating the need to drill into the post itself. Fastening details using aluminum Z-bar as the stiffener were presented in Fig. 7.43, with other common methods presented in Figs. 7.44 and 7.45. U-channel posts can also be used as stiffeners for large signs. When U-channel is used, it should be galvanized and should weigh no more than 2.5 lb/ft (3.7 kg/m). U-channel of 2.0 lb/ft (3 kg/m) is sufficiently strong to withstand wind loads of 70 mi/h (130 km/h).

Figure 7.53 presents the configuration of stiffeners for various sign sizes on a dual multiple-support system. Signs with a height of 24 in (600 mm) or more should be reinforced with two stiffeners placed a distance of one-fourth the sign height from the top and bottom of the sign. The stiffeners should not extend closer than 2 in (25 mm) to the sign edge. Supplementary signs, added to the bottom of the primary sign, should

FIGURE 7.53 Example showing placement of sign stiffeners. Dimensions shown as mm. Conversions: 25 mm = 1 in, 50 mm = 2 in, 64 mm = 2.5 in, 76 mm = 3 in, 155 mm = 628 in, 305 mm = 12.І/2 in, 190 mm = 7% in, 380 mm = 1594 in, 610 mm = 2442 in, 1220 mm = 48 in, 1850 mm = 72 in.

be attached to the sign stiffeners and not to the posts. Signs should never be allowed to extend above and below the hinge at the post. Extending the sign at the hinge can cause the hinge to bind and improper operation upon impact.

Hydraulic works in medieval India

Dams for control of river flow and for irrigation are also built on the Indian subcontinent itself. One of the oldest of the important dams in India is an earthen structure built about 150 AD on the Kaviri River in the southern region of Cola. This dam, 330 m long and 18m wide, is rebuilt in the 11th century. River traffic is important along the great rivers of central India – the Ganges and the Indus. Later on, the Hindu civilization takes refuge in the south of India when the Turks occupy the north of the country. From the 9th to the 12th century, in particular, the maritime empire of the Cola unifies all the south of India, even temporarily occupying Ceylon. Numerous dams are built, probably under the influence of the earlier developments in Ceylon. One can identify some fifteen important dams dating from the 11th to the 16th century, generally ranging in height from 9 to 24 m and several hundred meters long; however one of them is no less 16 km [302] in length.4 As in Ceylon, these are all earthen dams.

The Indians are good mathematicians (they invented algebra). But ancient Indian writings show few innovations in the domain of physics, which remains aligned with the Greek theory of the four elements.[303] Indian intellectual efforts were more focused on medicine than physics.

In the north of India, the 13th and 14th centuries witness the development of the infrastructures of Delhi,[304] capital of Turkish sultanate between 1192 and 1388. The ini­tial site of the capital being far from the river, the city constructs very large open reser­voirs, and directs storm runoff to them through canals. The inhabitants then get their water from these reservoirs. A new site closer to the river Jamuna is chosen for the city between 1320 and 1325. Although a dam and dike are constructed to create a reservoir for this new location, the site is abandoned even before being occupied. The original site of Delhi remains occupied, despite the inconvenience of its distance from the river. Therefore the city continues to depend on its reservoirs. The account of Tangerian Ibn Battuta, who lived in Delhi between 1335 and 1341, gives some idea of the scale of these reservoirs, as well as a sense of their fragility:

“Outside Delhi, one can see an enormous basin that carries the name of the sultan Shams ad­din Lalmish and serves a supply of potable water for the inhabitants of the city. [….] This basin is two milles (3.5 km) long and half that distance in width. The western part, next to the musalla (a place of prayer), is made of stones that are laid in steps like benches at differ­ent heights. Under each “bench” are steps that enable one to get to the water. Beside each “bench” one sees an enormous cupola with seats for those taking walks or others who are just relaxing. In the interior of the basin there is a grand cupola two stories in height, made of sculpted stone. [….] When the basin is dry, sugar cane is grown along the edges, as well as cucumbers. [….] Between Delhi and the residence of the caliph is the basin al-Khasa, even larger than that of the sultan Shams ad-din. It has nearly forty cupolas around its edge.”[305]

Still later the city of Delhi is moved onto the banks of the Jamuna, under the sultan Firuz Shah (1351-1388) because the maintenance of the canals and reservoirs was judged to have become too burdensome. Along with the move came construction of a great bridge-dam on one arm of this river, as well as irrigation works. In the end all these efforts are in vain, for Delhi is razed by the Mongols of Tamerlan in 1398, ten years after the death of Firuz Shah.

Allow for ventilation space when insulating attics and ceilings

With insulation, the only time you can have too much of a good thing is when the ceiling or attic insulation blocks the roof’s ventilation. As shown in the illustration on p. 205, there must be a clear pathway for air to move from the eaves to the ridge.

In the house shown here, we nailed OSB baffles in place on the walls between the roof trusses to prevent the attic insulation (blown-in cellulose) from spilling into the eaves and cover­ing soffit vents. When a house has a cathedral ceiling, there is no attic space to fill with insula­tion. Instead, fiberglass batts must be installed between the rafters. Be especially careful not to block the ventilation space between the rafters. Various cardboard and foam baffles are avail­able to provide ventilation space and room for insulation according to the ceiling’s design. Staple the baffles between the rafters before installing the insulation (see the photo at right).

While you’re insulating the ceiling or attic, don’t forget the attic’s access cover or stairs. Rigid foam can be cut to insulate those open­ings. Using a compatible construction adhesive, glue several layers of foam on the top of the stairway or access hole cover.

Insulating around obstacles

If all we had to do were to fill the stud and joist bays, then insulating would be easy. Problems often arise because of all the pipes, wires, light
fixtures, and outlet boxes that are in walls and ceilings. For wires and pipes, cut a slice halfway through the batt and encase the pipe or wire in the insulation. It’s important not to compress the batts. In cold regions, make sure that you have insulation on the back of pipes (between the pipe and the exterior wall sheathing or siding) to keep them from freezing.

For electrical boxes, split the batt so that the insulation goes behind the box, as shown in the photos on p. 205. The front part of the batt can be neatly cut with a knife or scissors to fit around the box. Once the drywall is installed, you can use cover plates with foam or rubber gaskets over out­let and switch boxes to further reduce air passage.

Many recessed light fixtures generate so much heat that you have to leave a 3-in.

TARLETON

The Tarleton has the same over­all footprint and exterior appear­ance as the Lusby. The primary differences inside are that the Tar – leton’s kitchen is a bit bigger and that there is no bedroom down­stairs. The loft space is the same. 1

НІ

Square feet: 130

House width: 8’

House length: 19’

Road Height: 13’-5”

Dry Weight: 5400 lbs

Porch: 3’x 7%’

Great Room: 6’ x 6%’ Kitchen: 31/2’ x 61/2’

Bathroom: 3’x 6’

Ceiling height: 6’ 6710’ 6” Loft height: 3’ 8”

-sizes are approximate