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the lower one would be 15 in., a thickness which is well calculated for bricks and stone, whose hardness is of a mean description.

1559. For the wall AB, which divides the space between the external walls, equal to 35 ft., add to it the height, which is 10 ft., and of 45, the sum of the two; that is, 15 in. is the thickness required for the wall, if only to be carried up a single story; but if through more, then add half an inch, as before, for each story above the ground floor. For the spaces NO, PQ, RS, in this and the preceding figure, the repetition of the operation will give their thick

nesses.

1560. To illustrate what has been said, fig. 608. is introduced to the reader, being

Fig. 607.

M

403

the plan of a house in the Rue d'Enfer, near the Luxembourg, known as the Hotel Vendôme,

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=

Fig. 608.

built by Le Blond. It is given by D'Aviler in his Cours d'Architecture. The building is 46 ft. deep on the right side and 47 ft. in the middle, and is 33 ft. high from the pavement to the entablature. Hence, to obtain the thickness of the walls on the line FF, take the 47+33 sum of the height and width =40 ft., whose twenty-fourth part is 20 in. The 2 building being one of solidity, let 2 in. be added, and we obtain 22 in. instead of 2 ft., which is their actual thickness. For the thickness of the interior wall, which crosses the building in the direction of its length, the space between the exterior walls being 42 ft. and the height of each story 14 ft., the thickness of this wall should be 18 in. 8 lines, instead of 18 in., which the architect assigned to it.

42+14
36

1561. By the same mode of operation, we shall find that the thickness of the wall R, separating the salon, which is 22 ft. wide, from the dining-room, which is 18 ft. wide and 14 ft. high, should be 18 in. and 6 lines instead of 18 inches; but as the exterior walls, which are of wrought stone, are 2 ft. thick, and their stability greater than the rule requires, the interior will be found to have the requisite stability without any addition to their thickness. 1562. We shall conclude the observations under this head, by reference to a house built by Palladio for the brothers Mocenigo, of Venice, to be found in his works, and here given (fig. 609.). Most of the buildings of this master are vaulted below; but the one in question is not in that predicament. The width and height of the principal rooms is 16 ft., and they are separated by others only 8 ft. wide, so that the width which each wall separates is 25 ft., and their thickness consequently should be 25+16=13 in. 10 lines. The walls, as executed,

36

Fig. 609.

are 14 in. in thickness. The exterior walls being 24 ft. high, and the depth of the building 46 ft. Their thickness by the rule should be 17 in.: they are 18 in.

On passing the Metropolitan Building Act in 1855, previous to which the thicknesses of walls depended on buildings falling within certain classes or rates, we had the satisfaction of advising the Government to adopt the thicknesses of walls now directed to be used. These are based upon rules deduced from sections 1512 et seq. Inasmuch, however, as it was thought that builders might be liable to mistakes in extracting the square root of the sum of the squares of the heights and lengths of walls, tables were inserted in the Act to meet all cases.

Generally the formula = will be a useful guide in adjusting the thickness of walls, in which t = thickness, h and 7 respectively the height and length, d the diagonal formed by the height and length, and n a constant determined by the nature of the building. In the tables for dwelling-houses, the constant multiplier (n) used was 22; for warehouses, 20. And but for the interference in committee of the present Right Hon. Member for Oxfordshire (Mr. Henley), for what scientific reasons it is difficult to say, the constant multiplier for public buildings would have been 18.

When his less than the constants are 27, 23, and 20 respectively.

2

Of the Stability of Piers or Points of Support.

N

M

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1563. Let ABCD (fig. 610.) be a pier with a square base whose resistance is required in respect of a power at M acting to overturn it horizontally in the direction MA, or obliquely in that of NA upon the point D. Considering the solid reduced to a plane passing through G, the centre of gravity of the pier, and the point D, that upon which the power is supposed to cause it to turn, let fall from G the vertical cutting the base in I, to which we will suppose the weight of the pier suspended, and then supposing the pier removed, we only have to consider the angular lever BDI or HDI, whose arms are determined by perpendiculars drawn from the fulcrum D, in one direction vertical with the weight, and in the other perpendicular to the direction of the power acting upon the pier, according to the theory of the lever explained in a previous section.

OR

Fig. 610.

1564. The direction of the weight R being always represented by a vertical let fall from the centre of gravity, the arm of its lever ID never changes, whatever the direction of the power and the height at which it is applied, whilst the arm of the lever of the power varies as its position and direction. That there may be equilibrium between the effort of the power and the resistance of the pier, in the first case, when the power M acts in an horizontal direction, we have M: R::ID: DB, whence Mx DB= Rx ID and M-RxID. = DB If the direction of the power be oblique, as NA in the case of an equilibrium, N: R::ID Rx ID. : DH; hence Nx DH=Rx ID and N- - DH 1565. Applying this in an example, let the height of the pier be 12 ft., its width 4 ft., and its thickness 1 ft. The weight R of the pier may be represented by its cube, and is therefore 12 x 4 x 1 = 48. The arm of its lever ID will be 2, and we will take the horizontal power M represented by DB at 12; with these values we shall have M: 48::2; 12; hence M x 12=48 x 2 and M= =8.

=

48x2
12

That is, the effort of the horizontal power M should be equal to the weight of 8 cube feet of the materials whereof the pier is composed, to be in equilibrium.

1566. In respect of the oblique power which acts in the direction NA, supposing DH =73, we have N: 48::2: 7, whence N x 73=48 x 2, therefore N=

48 x 2

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71

= 13}, whilst the

=

expression of the horizontal power M was only 8 ft. ; but it must be observed, that the arm of the lever is 12, whilst that of the power N is but 7 ft.; but 13 x 7}=8 × 12=96, which is also equal to the resistance of the pier expressed by 12 x 4 x 2=96. It is more

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over essential to observe, that, considering the power NA as the result of two others, MA and FA, the first acting horizontally from M against A, tends to overthrow the pier; whilst the second, acting vertically in the direction FĂ, partly modifies this effect by increasing the resistance of the pier.

1567. Suppose the power NA to make an angle of 53 degrees with the vertical AF, and of 37 degrees with the horizontal line AM; then

NA FA MA:: rad. sin. 37 deg. sin. 53 deg.::6:10: 8.

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Hence, NA being found 13, we have 6: 10:8::13:8:103.

Whence it is evident that, from this resolution of the power NA, the resistance of the pier is increased by the effort of the power FA=8, which, acting on the point A in the direction FA, will make the arm of its lever CD=4, whence its effort =8 x 4 = 32.

=

1568. The resistance of the pier, being thus found 96, becomes by the effort of the power FA=96+32=128.

1569. The effort of the horizontal power M being 103, and the arm of its lever being always 12, its effort 128 will be equal to the resistance of the pier, which proves that in this resolution we have, as before, the effort and the resistance equal. The application of this proposition is extremely useful in valuing exactly the effects of parts of buildings which become stable by means of oblique and lateral thrusts.

1570. If it be required to know what should be the increased width of the pier to counterpoise the vertical effort FA, its expression must be divided by ID, that is, 8 x 2, which gives 4 for this increased length, and for the expression of its resistance (12 + 4) × 4 × 2 =128, as above.

1571. If the effort of the power be known, and the thickness of a pier or wall whose height is known be sought so as to resist it, let the power and parts of the pier be represented by different letters, as follows. Calling the power p, the height of the pier d, the thickness sought ; if the power p act in an horizontal direction at the extremity of the wall or pier, its expression will be px d. The resistance of the pier will be expressed by its area multiplied by its arm of lever, that is, d x x x; and supposing equilibrium, as the resistance must be equal to the thrust, we shall have the equation p × d=d x x x 12. Both sides of this equation being divisible by d, we have p= x; and as the second term is divided by 2, we obtain 2p=x x x or x2; that is, a square whose area = 2p, and of which is the side or root, or x= √2p, a formula which in all cases expresses the thickness to be given to the pier CD to resist a power M acting on its upper extremity in the horizontal direction MA.

1572. In this formula, the height of the pier need not be known to find the value of x, because this height, being common to the pier and the arm of the lever of the power, does not alter the result; for the cube of the pier, which represents its weight, increases or diminishes in the same ratio as the lever. Thus, if the height of the pier be 12, 15, or 24 ft., its thickness will nevertheless be the same.

Example. If the horizontal power expressed by p in the formula x= √2p be 8, we have = √16=4 for the thickness of the pier. 1= Whilst the power acting at the extremity of the pier remains the same, the thickness is sufficient, whatever the height of the pier. Thus for a height of 12 ft. the effort of the power will be 8 x 12=96, and the resistance 12 x 4 x 2-96. If the pier be 15 ft. high, its resistance will be 15 x 4 × 2=120, and the effort of the power 8 x 15=120. Lastly, if the height be 24 ft., the resistance will be 24 × 4 × 2=192, and the effort of the power 8 x 24=192.

1573. If the point on which the horizontal force acts is lower than the wall or pier, the difference may be represented by ƒ; and then p× (d–f)=d x x x

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the formula becomes r=1 18

18x6
12

2pf

d

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√93, which is the thickness sought.

1574. When the power NA is oblique, the thickness may be equally well found by the arm of lever DH, by resolving it into two forces, as before. Thus, in the case of the oblique power p=13}, calling ƒ its arm of lever 7, we shall have p׃=dr2, which will become 2pf 22, whence x= p; in which, substituting the known values, we have =

d

whence x = √16 =4, the thickness sought of the pier.

2

d

2×1317 12

1575. In resolving the oblique effort NA into two forces, whereof one MA tends to overturn the pier by acting in an horizontal direction, and the other fA to strengthen it by acting vertically, as before observed; let us represent the horizontal effort MA by p; its arm of lever, equal to the height of the pier, by d; the vertical effort ƒA by n; the arm of lever of the last-named effort, being the thickness sought, will be ; from which we have the equation

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dx2

+nx, or 2p= x2 + 2

n2

2nx d

1576. As the second member of this equation is not a perfect square, let there be added to each side the term wanting, that is, the square the half of the quantity which multiplied in the second term, whence

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ď

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d

2n
d'

1577. The second member, by this addition, having become a square whose root is x +

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=

n2 22
d

n,

d

and lastly x= ✓ 2p+ will be the general formula

Application of the Formula.

1578. Let p 103, n=8, d=12. Substituting these values in the formula, it will become x= √10} x 2 + {{} − } = √21 } + } − } = √/21 + } − } = 4.

1579. If, for proof, we wish to calculate the expression of the resistance, by placing in the equation of equilibrium 2pd=dx × nx, the values of the quantities p, d, and x, above found, we shall have

10 x 12 12 x 4 x 2 + 8 = 128, as was previously found for FA.

1580. From the preceding rules, it appears that all the effects whose tendency is to destroy an edifice, arise from weight acting in an inverse ratio to the obstacles with which it meets. When heavy bodies are merely laid on one another, the result of their efforts is a simple pressure, capable of producing settlement or fracture of the parts acted upon.

1581. Foundations whose bases are spread over a much greater extent than the walls imposed upon them, are more susceptible of settlement than of crushing or fracture. But isolated points of support in the upper parts, which sometimes carry great weights on a small superficies, are susceptible both of settlement and crushing, whilst the weight they have to sustain is greater than the force of the materials whereof they are formed; which renders the knowledge of the strength of materials an object of consequence in construction. Till of late years it was not thought necessary to pay much attention to this branch of construction, because most species of stone are more than sufficiently hard for the greatest number of cases. Thus, the abundant thickness which the ancients generally gave to all the parts of their buildings, proves that with them this was not a subject of consideration; and the more remotely we go into antiquity, the more massive is the construction found to be. At last, experience taught the architect to make his buildings less heavy. Columns, which among the Egyptians were only 5 or 6 diameters high, were carried to 9 diameters by the Greeks in the Ionic and Corinthian orders. The Romans made their columns still higher, and imparted greater general lightness to their buildings. It was under the reign of Constantine, towards the end of the empire, that builders without taste carried their boldness in light construction to an extraordinary degree, as in the ancient basilica of St. Peter's at Rome and St. Paolo fuorì le murà. Later, however, churches of a different character, and of still greater lightness, were introduced by the Gothic architects.

1582. The invention and general use of domes created a very great load upon the supporting piers; and the earlier architects, fearful of the mass to be carried, gave their piers an area of base much greater than was required by the load supported, and the nature of the stone used to support it. They, moreover, in this respect, did little more than imitate one another. The piers were constructed in form and dimensions suited rather to the arrangement and decoration of the building that was designed, than to a due apportionment of the size and weight to the load to be borne; so that their difference from one another is in every respect very considerable.

The piers bearing the dome of St. Peter's at Rome are loaded with a weight of 14·964 tons for every superficial foot of their horizontal section.

The piers bearing the dome of St. Paul's at London are loaded with a weight of 17-705 tons for every superficial foot of their horizontal section.

The piers bearing the dome of the Hospital of Invalids at Paris are loaded with a weight of 13.598 tons for every superficial foot of their horizontal section.

The piers bearing the dome of the Pantheon (St. Geneviève) at Paris are loaded with a weight of 26-934 tons for every superficial foot of their horizontal section.

The columns of St. Paolo fuori le mura, near Rome, are loaded with a weight of 18:123 tons for every superficial foot of their horizontal section,

In the church of St. Mary, the piers of the tower are loaded with upwards of 27 tons to the superficial foot. With such a discrepancy, it is difficult to say, without a most perfect knowledge of the stone employed, what should be the exact weight per foot. The dome of the Hospital of the Invalids seems to exhibit a maximum of pier in relation to the weight, and that of the Pantheon at Paris a minimum. All the experiments (scanty, indeed, they are) which we can present to the reader are those given at the beginning of this section." In this country, the government has always been too much employed in considering how long it can keep itself in place, to have time to consider how the services of its members could benefit the nation by the furtherance of science. An exactly opposite conduct has always marked the French government: hence more scientific artists are always found amongst them than we can boast here, where the cost of experiments invariably comes out of the artist's pocket.

Ratio of the Points of Support in a Building to its total Superficies.

1583. In the pages immediately preceding, we have, with Rondelet for our guide, explained the principles whereon depend the stabilities of walls and points of support, with their application to different sorts of buildings. Not any point relating to construction is of more importance to the architect. Without a knowledge of it, and the mode of even generating new styles from it, he is nothing more than a pleasing draughtsman at the best, whose elevations and sections may be very captivating, but who must be content to take rank in about the same degree as the portrait painter does in comparison with him who paints history. We subjoin a table of great instruction, showing the ratio of the points of support to the total superficies covered in some of the principal buildings of Europe. It exhibits also the comparative sizes of the different buildings named in it. TABLE SHOWING THE RATIO OF THE WALLS AND POINTS OF SUPPORT OF THE PRINCIPAL EDIFICES OF EUROPE TO THE TOTAL AREA WHICH THEY OCCUPY.

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158Sa. It will be manifest, that as these points of support are diminished in area, in From the folrespect of the mass, so is a greater degree of skill exhibited in the work.

lowing table, it will be seen that, in seventeen celebrated mediæval edifices, the ratio of their points of support to their whole areas varies from 116 to 238, nearly double. It is curious to observe the high rank borne in this table by Henry VII.'s chapel; generally, skill seems to have increased with greater experience :—

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