Chapter XI: Construction (4)

───────────┬───────────────────────────────────────────────────────────
Diameter of│
Pipe, in │ Quantity of Material in Pounds per Joint
Inches │
───────────┼─────────────────────────────┬─────────────────────────────
│ Standard Socket │ Deep and Wide Socket
───────────┼─────────┬─────────┬─────────┼─────────┬─────────┬─────────
│Jointite │ Filtite │ G. K. │Jointite │ Filtite │ G. K.
───────────┼─────────┼─────────┼─────────┼─────────┼─────────┼─────────
6│ 0.82│ 0.72│ 0.42│ 1.46│ 1.28│ 0.72
8│ 1.06│ 0.95│ 0.73│ 1.82│ 1.60│ 1.25
10│ 1.30│ 1.15│ 0.89│ 2.26│ 1.98│ 1.52
12│ 2.08│ 1.82│ 1.42│ 2.65│ 2.32│ 1.80
15│ 2.52│ 2.20│ 1.74│ 3.20│ 2.80│ 2.20
18│ 3.02│ 2.64│ 2.58│ 3.75│ 3.29│ 3.25
20│ 3.44│ 3.00│ 2.86│ 4.30│ 3.78│ 3 60
22│ 3.62│ 3.16│ 3.13│ 4.62│ 4.07│ 3.97
24│ 4.03│ 3.50│ 3.41│ 4.91│ 4.31│ 4.27
───────────┴─────────┴─────────┴─────────┴─────────┴─────────┴─────────

In making a poured joint the pipes are first lined up in position. A hemp or oakum gasket is forced into the joint to fill a space of about ¾ of an inch. An asbestos or other non-combustible gasket such as a rubber hose smeared with clay is forced about ½ inch into the opening between the bell and the spigot and the compound is poured down one side of the pipe through a hole broken in the bell, until it appears on the other side, and the hole is filled. Occasionally the non-combustible gasket is wrapped tightly around the spigot of the pipe and pressed or tied firmly to the bell. In pouring cement grout joints a paper gasket is used which is held to the bell and spigot by draw strings. Greater speed in construction and economy in the use of materials are obtained by joining two or three lengths of pipe on the bank and lowering them into the trench as a unit. The pipes are set in a vertical position on the bank with the bell end up, one length resting in the other. The joint is calked with hemp and poured without the use of the gasket. The joint should always be poured immediately after being calked so that the hemp can not become water soaked. The asbestos gasket should be removed as soon as possible after the joint is poured in order to prevent sticking with resultant danger of breaking of the joint when attempting to pull the gasket free.

One man can pour about 33 eight-inch joints, and two men can complete about 26 twelve-inch joints per hour on the bank where conditions are more or less fixed.

=182. Labor and Progress.=—The labor required for the laying of pipe sewers, exclusive of excavation, bracing and backfilling, consists of pipe layers and helpers. For pipes 24 to 27 inches in diameter or smaller one pipe layer and one or more helpers are necessary, dependent on the size of the pipe and the depth of the trench. For larger pipes two pipe layers can work economically each working on one-half of the pipe and making half of the joint. The speed of pipe laying is ordinarily limited by the speed of the excavation, but on a job in Topeka, Kan.,[100] where the average day’s progress with a machine excavator was 200 to 500 feet of trench per day, the pace was limited by the speed of the pipe laying gang. This gang consisted of two pipe layers in the trench and two helpers on the surface. The sizes of pipes handled were from 8 to 27 inches.

BRICK AND BLOCK SEWERS

=183. The Invert.=—In good firm ground the excavation is cut to the shape of the sewer and the bricks are laid directly on the ground, being embedded in a thick layer of mortar. After the foundation has been prepared and before the bricks are laid, two wooden templates, called profiles, are prepared, similar to that shown in Fig. 126, to conform to the shape of the inside and outside of the sewer. Each course of bricks is represented by a row of nails in the profile and each nail corresponds to a joint in the row. The two profiles are set true to line and grade. A cord is stretched tightly between the two lowest nails on opposite templates and a row of bricks is laid. The bricks are laid radially and on edge with their long dimension parallel to the axis of the sewer and with one edge just touching the string. As each one or two or three rows are completed the guide line is moved up to the next nails. When the bricks are laid on the ground all but large depressions are filled in with tamped sand or mortar by the masons. Approximately the same number of rows of bricks is kept completed on either side of the center line. The succeeding courses follow within three to five rows of each other, the only bond between courses being the mortar joint. This is called row lock bond and with few exceptions has been used on all brick sewers in the United States. As the sides of the sewer become higher during the construction, platforms must be built for the masons. These platforms are built of wood and rest directly on the green brickwork. They should be designed to spread the load as much as possible. The brickwork of the invert is continued up in this way to the springing line. As soon as one section is completed one profile is moved 10 to 20 feet ahead along the trench according to the standard length of sections, and set in position. The line is then strung from it to nails driven or pushed into the cement joints of the last completed section. Between work done on separate days the bricks are racked back in courses to provide a satisfactory bond.

FIG. 126.—Profile for Brick Sewers.
]

In ground too soft to support the brickwork directly a cradle is prepared by placing profiles in position in the sewer and nailing 2–inch planks to these profiles, first firmly tamping earth under the planks. The bricks are laid in this cradle in a manner similar to that explained for sewers with a firm foundation. In still softer ground it may be necessary to construct a concrete cradle to support the bricks.

=184. The Arch.=—The arch centering consists of a wooden form made up of wooden ribs as shown in Fig. 127. The center conforms to the shape of the inside of the arch with allowance for the thickness of the lagging. The lagging is nailed on the ribs in straight strips parallel to the axis of the sewer. The center is supported on triangular struts resting against the sides and on the bottom of the sewer and is lifted into position by wedges driven between it and the support. The centers may be placed immediately after the completion of the invert, or a day or two may be allowed to pass to give the invert an opportunity to set. After the centers are fixed in place the arch brick are carried up evenly on each side and are pounded firmly into place. The center is usually, but not always “struck” immediately, and the arch brick are cleaned and pointed up from the inside. The outside is covered with a layer of ¼ to ¾ of an inch of cement mortar and may be backfilled to the top of the arch in order to maintain the moisture of the mortar during setting and to press the bricks of the arch together firmly. The centers are sometimes made collapsible so that they can be carried or rolled through the finished brickwork to the advanced position. In “striking” the centers the wedges are removed and the wings folded in.

FIG. 127.—Centering for Brick Sewer.
]

In tunneling, the invert of the sewer is constructed in the same fashion as for open cut work. The arch centering is made in short sections and the bricks are put in position by reaching in over the end of the centering. All of the timbering of the tunnel is removed except the poling boards or lagging against which the bricks or mortar are tightly pressed, the boards being bricked in permanently.

=185. Block Sewers.=—Sewers made of unit blocks of concrete or vitrified clay are constructed in a similar manner to brick sewers. Fig. 128 shows the construction of a block sewer at Clinton, Iowa. In this sewer there are two rings; an inside one of solid blocks and an outside one of hollow blocks. Block sewers do not demand the skill in construction that is demanded by brick sewers, as the blocks are so cast that the joints are radial, whereas only experienced masons can lay bricks radially.

FIG. 128.—Segmental Block Sewer at Clinton, Iowa.
]

=186. Organization.=—The number of men employed on a brick or block sewer is proportioned according to the size of the sewer and the working conditions. The number of men working on different tasks usually bears the same ratio to the number of masons employed, regardless of the size of the work. These proportions are shown for different jobs, in Table 66.

TABLE 66

ORGANIZATIONS FOR THE CONSTRUCTION OF BRICK AND BLOCK SEWERS

─────────────┬──────────────┬────────┬────────┬────────┬────────┬────────── │ │ │ │ │ 84– to │ │General Ratio │15–foot,│66–inch │84–inch │108–inch│ 42–inch Type of Work │ on Basis of │ 5–ring │Circular│Circular│ Sewer │Lock-Joint │ Four Brick │ Brick, │ Brick, │ Brick, │Brick in│Tile Block │ Layers │Chicago │ Gary │ Gary │Detroit │ │ │ │ │ │ Tunnel │ ─────────────┼──────────────┼────────┼────────┼────────┼────────┼────────── Foreman │ 1│ 1│ 1│ 1│ 1│ 1 Brick layers │ 4│ 12│ 6│ 6│ 5│ 2 Helpers │ 2│ 11│ 3│ 3│ │ 1 Scaffold men │ 2│ 21│ 3│ │ │ Brick tossers│ 2│ 7│ │ 15│ │ 2 Brick │ 2│ 2│ │ │ │ 2 carriers │ │ │ │ │ │ Cement mixers│ 2│ 6│ 6│ 5│ │ 1 Cement │ 2│ 10│ │ 8│ │ carriers │ │ │ │ │ │ Form setters │ 1│ │ 3│ 3│ │ Laborers │ 1│ 8│ 19│ 3│ 14│ 7 │ Municipal │ Source of │ Engineering, │ H. P. Gillette, Handbook of Cost Data Information│ Vol. 54, p. │ │ 228 │ ─────────────┴──────────────┴──────────────────────────────────────────────

=187. Rate of Progress.=—In a general way it can be assumed that the laying of 1,000 bricks will require 3⅓ hours of the time of one mason, 10 man-hours for helpers and laborers, 2 barrels of cement, 0.6 cubic yard of sand, and about 10 feet board measure of centering. One thousand bricks will make about 2 cubic yards of brickwork. To the costs, as estimated on the basis of materials and labor, must be added about 15 per cent for overhead and an additional amount for the contractor’s profit. The number of bricks required in various size sewers is shown in Table 67. A mason can lay more bricks per hour in a large sewer than in a small one as there is a smaller percentage of face work, there is more room to work, and it is easier to lay the bricks radially. The number of bricks laid and the rate of progress on various jobs are shown in Table 68.

TABLE 67

BRICK MASONRY IN CIRCULAR SEWERS. CUBIC YARDS PER LINEAR FOOT

(From H. P. Gillette)
─────────────────┬─────────────────┬─────────────────┬─────────────────
Diameter, │ One Ring │ Two Ring │ Three ring
Feet and Inches │ (4½ Inches) │ (9 Inches) │ (13½ Inches)
─────────────────┼─────────────────┼─────────────────┼─────────────────
2 0│ 0.103│ 0.240│
2 6│ 0.125│ 0.280│
3 0│ 0.147│ 0.327│
3 6│ 0.169│ 0.371│
4 0│ 0.191│ 0.415│
4 6│ 0.213│ 0.458│
5 0│ 0.234│ 0.501│ 0.802
5 6│ 0.256│ 0.545│ 0.867
6 0│ 0.278│ 0.589│ 0.933
6 6│ │ 0.633│ 1.000
7 0│ │ 0.677│ 1.063
7 6│ │ 0.720│ 1.128
8 0│ │ 0.763│ 1.193
8 6│ │ 0.807│ 1.260
9 0│ │ 0.851│ 1.325
9 6│ │ 0.895│ 1.390
10 0│ │ 0.938│ 1.456
─────────────────┴─────────────────┴─────────────────┴─────────────────

CONCRETE SEWERS

=188. Construction in Open Cut.=—In the construction of sewer pipe of cement and concrete one of two methods may be employed; 1st, to manufacture the pipe in a plant at some distance from the place of final use, or 2nd, to manufacture the pipe in place. The methods of the manufacture of cement and concrete pipe which are to be transported to the place of use are treated in Chapter VIII. The process of constructing the pipes in place is ordinarily used for pipes 48 inches or more in diameter. For smaller sizes, brick, vitrified clay, and precast cement pipes are usually more economical.

The preparation of the foundation of a concrete sewer is similar to that for a brick sewer. If the ground is suitable the trench is shaped to the outside form of the sewer and the concrete poured directly on it. In soft material which would give poor support to a sewer with a rounded exterior, the bottom of the trench is cut horizontal and a concrete cradle of poorer quality than that in the finished sewer is poured on the soft ground, on a board platform, on piles, or on cribbing supported on piles.

If the invert of the sewer is so flat that the concrete will stand without an inside form the shape of the invert is obtained by a screed or straight-edge which is passed over the surface of the concrete and guided on two centers, or on one center and the face of the finished work. The construction of a flat invert sewer at Baltimore is shown in Fig. 1. The center for the concrete is shown in the foreground. When the concrete for the next section is poured it will be smoothed to shape by a screed or straight-edge resting on the face of the finished concrete and the center. The center is shaped to conform to that of the finished concrete. It is firmly staked in position and acts as a bulkhead for the concrete as it is poured, as well as a guide for the screed.

TABLE 68

RATE OF PROGRESS ON BRICK SEWER CONSTRUCTION

(Based on 8–hour day)
────────┬────────┬──────┬──────┬──────┬────────
│ │ │ │Bricks│
Diameter│ │Number│Number│ per │ Number
of Sewer│ Shape │Rings,│Masons│Mason │Laborers
│ │Brick │ │ per │
│ │ │ │ Day │
────────┼────────┼──────┼──────┼──────┼────────
7′ 0″│Circular│ │ │ │
8′ 11″│ and │ 2½ │ 6│ 4710│ 39
│ Oval │ │ │ │
│ │ │ │ │
│ │ │ │ │
4′ 0″│Circular│ 2 │ 3│ 2500│
│ │ │ │ │
│ │3 arch│ │ │
6′ 8″│Circular│ 1 │ 18│ │ 62
│ │invert│ │ │
│ │ │ │ │
│ │1 arch│ │ │
2′ 9″│Egg │ 2 │ 2│ │ 3
│ │invert│ │ │
│ │ │ │ │
5′ 6″│Circular│ 2 │ 6│ 4570│ 35
6′ 6″│Circular│ │ 4│ 4800│
│ │ │ │ │
│ │ │ │ │
2′ 9″│Circular│ 2 │ 2│ 2080│ 5
│ │ │ │ │
16′ 0″│Circular│ 5 │ 8│ 5 cu.│
│ │ │ │ yd.│
16′ 0″│Circular│ 5 │ 12│ │ 70–75
3′ 6″│Egg │ │ │ 2300│
9′ 6″│Circular│ │ │ 3000│
│ │ │ │ │
│ │ │ │ │
3′ 6″│Circular│blocks│ 2│ │ 13
│ │ │ │ │
│ │ │ │ │
────────┴────────┴──────┴──────┴──────┴────────

────────┬────────┬────────────┬─────────┬───────────
│ │ │ │
Diameter│ Feet │ │ │
of Sewer│Progress│ Location │Authority│ Remarks
│per Day │ │ │
│ │ │ │
────────┼────────┼────────────┼─────────┼───────────
7′ 0″│ │ │ │
8′ 11″│ 60│Gary │Gillette │9–hour day
│ │ │ │
│ │ │ │
│ │ │Metcalf │General
4′ 0″│ 36│ │ and │ average
│ │ │ Eddy │
│ │ │ │Concrete
6′ 8″│ │Denver │Gillette │ invert
│ │ │ │
│ │ │Eng. │
│ │Springfield,│ Con., │
2′ 9″│ │ Mass. │ Jan. │
│ │ │ 16, │
│ │ │ 1907 │
5′ 6″│ 110│Gary │Gillette │
6′ 6″│ │ │Gillette │Exceptional
│ │ │ │ speed
│ │ │ │Tunnel
2′ 9″│ 13.9│Syracuse │Gillette │ 12–hour
│ │ │ │ day
16′ 0″│ 22│Chicago │Gillette │First year
│ │ │ │
16′ 0″│ 35│Chicago │Gillette │Second year
3′ 6″│ │St. Louis │Gillette │
9′ 6″│ 12.5│Chicago │H. R. │
│ │ │ Abbott │
│ │ │ │Lock joint
3′ 6″│ 30│ │ │ and tile.
│ │ │ │ 10–hour
│ │ │ │ day
────────┴────────┴────────────┴─────────┴───────────

If inside forms are to be used they are made as units in lengths of 12 or 16 feet for wooden forms, and 5 feet for steel forms. The inside form is supported by precast concrete blocks placed under it and which are concreted into the sewer. It is held in position by cleats nailed to the outside form, to the sheeting, or wedged against the outside of the trench. In some cases, particularly where steel forms are used, the inside form is hung by chains from braces across the trench as is shown in Fig. 129. The form is easily brought to proper grade by adjustment of the turnbuckles and is then wedged into position to prevent movement either sideways or upwards during the pouring of the concrete. It may be necessary to weight the forms down to prevent flotation. Cross bracing in the trench which interferes with the placing of the form is removed and the braces are placed against the form until the concrete is poured. They are removed immediately in advance of the rising concrete.

FIG. 129.—Blaw Standard Half Round Sewer Form, Suspended from Overhead
Support.

Courtesy, Blaw Steel Form Co.
]

The sewer section may be built as a monolith, in two parts, or in three parts. In casting the sewer as a monolith the complete full round inside form is fixed in place by concrete blocks and wires. The full round outside form is completed as far as possible without interfering too much with the placing and tamping of the concrete. The concrete is poured from the top, being kept at the same height on each side of the form, and tamped while being poured. The remaining panels of the outside form are placed in position as the concrete rises to them. An opening is left at the top of the outside arch forms which is of such a width that the concrete will stand without support. The casting of sewers as a monolith is difficult and is usually undesirable because of the uncertainty of the quality of the work. It has the advantage, however, of eliminating longitudinal working joints in the sewers which may allow the entrance of water or act as a line of weakness.

FIG. 130.—Construction Joints for Concrete Sewers.
]

If the sewer is to be cast in two sections the invert is poured to the springing line or higher. A triangular or rectangular timber is set in the top of the wet concrete as shown in Fig. 130. When the concrete has set the timber is removed and the groove thus left forms a working joint with the arch. After the invert concrete has set, the arch centering is placed and the arch is completed. This is the most common method for the construction of medium-sized circular sewers.

Large sewers with relatively flat bottoms are poured in two or three sections. First the invert is poured without forms and is shaped with a screed. About 6 inches of vertical wall is poured at the same time. This acts as a support for the side-wall forms. The side walls reach to the springing line of the arch and are poured after the invert has set. At the third pouring the arch is completed. The sewer shown in Fig. 1 is being poured in two steps, as the side walls are so low that they are poured at the same time as the invert. A transverse working joint similar to one of the types used in Fig. 130 is set between each day’s work.

The length of the form used and the capacity of the plant should be adjusted so that one complete unit of invert, side wall, or arch can be poured in one operation. The forms are left in place until the concrete has set. Invert and side-wall forms are generally left in position for at least two days, and in cold weather longer. The arch forms are left in place for double this time. For example if 20 feet of invert and arch can be poured in a day, 60 feet of invert form and 100 feet of arch form will be required. As the forms are released they must be moved forward through those in place. For this reason collapsible or demountable forms are necessary and steel forms are advantageous. Wooden arch forms are sometimes dismantled and carried forward in sections, but are preferably designed to collapse as shown in Fig. 131, so that they can be pulled through on rollers or a carriage.

=189. Construction in Tunnels.=—In tunnels the invert and side walls are constructed in the same manner as for open cut work. The tunneling, which acts as the outside form, is concreted permanently in place. The concreting of a tunnel by hand is shown in Fig. 132. If the work is to be done by hand the concrete is thrown in between the ribs of the arch centering and behind the plates or lagging, which are set in advance of the rising concrete. The lagging plates are 5 feet long which makes it possible to throw the concrete in place at the arch, and to tamp it in place from the end. A bulkhead and a well-greased joint timber are placed in position as the concrete rises.

FIG. 131.—Section through a Collapsible Wood Form.
]

Pneumatic transmission of concrete is also used for filling the arch forms as well as the side walls and invert forms. In using this method the mixer may be placed at the surface or at the bottom of the shaft or other convenient permanent location which may be some distance from the form. The mixture is discharged into a pipe line through which it is blown by air to the forms. The starting pressure of about 80 pounds per square inch can be reduced after flow has commenced. In constructing the St. Louis Water Works tunnel the compressor equipment for moving the concrete had a capacity of 1,600 cubic feet per minute at a pressure of 110 pounds. The tunnel is horseshoe shaped, 8 feet in height and with walls varying from 9 to 20 inches in thickness. The extreme travel of the concrete was 1,100 feet in an 8 inch pipe. The amount of air consumed at 110 pounds varied from 1.2 to 1.7 cubic feet of free air per linear foot of pipe. By the time the batch had been discharged the pressure had reduced to 25 to 40 pounds, depending on the length of the pipe. It is reported that a 6–inch pipe line would probably have given better results.

FIG. 132.—Ogier’s Run Intercepting Storm-Water Drain, Baltimore,
Maryland.

Placing concrete in Arch. The steel lagging of the forms is carried up
in sections as the concrete is deposited. The drain is horseshoe
shaped, and is 12 feet 3 inches high and 12 feet 3 inches wide.
]

The end of the concrete conveying pipe is provided with a flexible joint the simplest form of which can be made by slipping a section of pipe of larger diameter over the end of the transmission line. The concrete is deposited directly on the invert or into the side-wall forms and can be blown into the arch forms for 20 to 25 feet.

=190. Materials for Forms.=—The materials used in forms for concrete sewers are: wood, wood with steel lining, and steel alone. The first cost of wood forms is lower than that of steel but their life is relatively short. If the forms are to be used a number of times steel is more economical. With proper care and repairs steel forms will outlast any other material. Because of the increasing price of lumber and improvements in steel forms, wood forms are not frequently used. A common type of specification under which forms are used is:

The material of the forms shall be of sufficient thickness and the
frames holding the forms shall be of sufficient strength so that
the forms shall be unyielding during the process of filling. The
face of the form next to the concrete shall be smooth. If wooden
forms are used the planking forming the lining shall invariably be
fastened to the studding in horizontal lines, the ends of these
planks shall be neatly butted against each other, and the inner
surface of the form shall be as nearly as possible perfectly
smooth, without crevices or offsets between the ends of adjacent
planks. Where forms are used a second time, they shall be freshly
jointed so as to make a perfectly smooth finish to the concrete.
All forms shall be water-tight and shall be wetted before using.

Any material in contact with wet concrete should be oiled or greased beforehand in order to prevent adherence to the concrete.

=191. Design of Forms.=—The design of forms for reinforced concrete work requires some knowledge of the strength of materials and the theories of beams, columns, and arches. Forms can be constructed without such knowledge but that they will be both economical and adequate is an improbability. The ordinary beam and column formulas are applicable to the design of forms. The maximum bending moment for sheeting and ribs is taken as (_wl_^2)⁄8, where _w_ is the load per unit length, and _l_ is the length between supports. Sanford Thompson recommends that the deflection be calculated as (_wl_^3)⁄(128_EI_), in which _E_ is the modulus of elasticity of the material, and _I_ is the moment of inertia of the cross-section referred to the neutral axis. The horizontal pressure of the concrete against the forms has been expressed empirically by E. B. Smith,[101] as

_P_ = _H_^{0.2}_R_^{0.3} + 120_C_ − 0.3_S_

in which _P_ = lateral pressure in pounds per square inch;

_R_ = rate of filling forms in feet per hour;

_H_ = head of fill. Ordinarily taken as ½_R_, but in cold
weather or when continuously agitated it may be as
high as ¾_R_;

_C_ = ratio, by volume, of cement to aggregate;

_S_ = consistency in inches of slump.

Earlier investigators have usually concluded that the pressures were equal to those caused by a liquid weighing 144 pounds per cubic foot, but the tests of the United States Bureau of Public Roads, from which the above formula was devised, show the pressures to be decidedly below this amount under certain conditions.

FIG. 133.—Centering for Large Forms.
]

With these units and formulas the design of the lagging becomes a matter of substitution in, and the solution of, the equations produced.[102] The forces acting on the ribs are indeterminate. No more satisfactory design can be made for the ribs than to follow successful practice, or what is seldom done, to determine the stresses in the forms by the application of one of the theories for the solution of arch stresses. The sizes of the lumber used in the ribs varies from 1½ × 6 inches to 2 × 10 inches, depending on the size of the sewer. If vertical posts are used at the ends to support the arch forms they are computed as columns taking the full weight of the arch. If the span is so wide that radial supports are used as shown in Fig. 133 the load at the center is assumed as one-fourth of the weight of the arch.

=192. Wooden Forms.=—Norway and Southern pine, spruce, and fir are satisfactory for form construction. White pine is satisfactory but is generally too expensive. The hard woods are too difficult to work. The lumber should be only partly dried as kiln-dried lumber swells too much when it is moistened, warping the forms out of shape or crushing the lagging at the joints. Green lumber must be kept moist constantly to prevent warping before use and when it is used it does not swell enough to close the cracks. The lumber should be dressed on the face next to the concrete and at the ends. Either beveled or matched lumber may be used for lagging. The joint made by beveled lumber shown in Fig. 134 is cheaper but less satisfactory than a tongued and grooved joint.

FIG. 134.—Beveled Joint for Wood Fords.
]

FIG. 135.—Collapsible Wooden Invert Form for Concrete Sewers.
]

FIG. 136.—Support for Arch Centering.
]

FIG. 137.—Wooden Forms Used in Tunnel, North Shore Sewer, Sanitary
District of Chicago.

Journal Western Society of Engineers, Vol. 22, p. 385.
]

Types of wooden forms are shown in Figs. 135 and 136 for use in sewers to be built as monoliths or in two portions. Fig. 137 shows the details of a built-up wooden form used in tunnel work for a 42½ inch egg-shaped sewer.

=193. Steel-lined Wooden Forms.=—Sheet metal linings are sometimes used on wooden forms. They permit the use of cheaper undressed lumber, demand less care in the joining of the lagging, and when in good condition give a smooth surface to the finished concrete. Their use has frequently been found unsatisfactory and more expensive than well-constructed wooden forms because of the difficulty of preventing warping and crinkling of the metal lining and in keeping the ends fastened down so that they will not curl. Sheet steel or iron of No. 18 or 20 gage (0.05 to 0.0375 of an inch) weighing 2 to 1½ pounds per square foot is ordinarily used for the lining.

FIG. 138.—Blaw Standard Full Round Telescopic Sewer Forms, Showing
Knocked-Down Sections Loaded on a Truck.

Courtesy, Blaw Steel Form Co.
]

=194. Steel Forms.=—These are simple, light, durable, and easy to handle. The engineer is seldom called upon to design these forms as the types most frequently used are manufactured by the patentees and are furnished to the contractor at a fixed rental per foot of form, exclusive of freight and hauling from the point of manufacture. The forms can be made in any shape desired, the ordinary stock shapes such as the circular forms being the least expensive. The smaller circular forms are adjustable within about 3 inches to different diameters so that the same form can be used for two sizes of sewers. The same form can be used for arch and invert in circular sewers. Fig. 138 shows the collapsible circular forms and the manner in which they are pulled through those still in position. Fig. 129 shows a half round steel form swung in position by chains and turnbuckles from the trench bracing, and Fig. 139 shows the free unobstructed working space in the interior of some large steel forms.

FIG. 139.—Interior of Steel Forms for Calumet Sewer, Chicago.

Sewer is 16 feet wide. Note absence of obstructions. Courtesy,
Hydraulic Steelcraft Co.
]

=195. Reinforcement.=—It is essential that the reinforcement be held firmly in place during the pouring of the concrete. A section of reinforcement misplaced during construction may serve no useful purpose and result in the collapse of the sewer. In sewer construction a few longitudinal bars may be laid in order that the transverse bars may be wired to them and held in position by notches in the centering and in fastenings to bars protruding from the finished work. This construction is shown in Fig. 1. The network of reinforcement is held up from the bottom of the trench by notched boards which are removed as the concrete reaches them, or better by stones or concrete blocks which are concreted in. Sometimes the reinforcement is laid on top of the freshly poured portion of the concrete the surface of which is at the proper distance from the finished face of the work. This method has the advantage of not requiring any special support for the reinforcement, but it is undesirable because of the resulting irregularity in the reinforcement spacing and position.

In the side walls the position of the reinforcement is fixed by wires or metal strips which are fastened to the outside forms or to stakes driven into the ground. Wires are then fastened to the reinforcement bars and are drawn through holes in the forms and twisted tight. When the forms are removed the wires or strips are cut leaving a short portion protruding from the face of the wall. The reinforcing steel from the invert should protrude into the arch or the side walls for a distance of about 40 diameters in order to provide good bond between the sections. The protruding ends are used as fastenings for the new reinforcement. The arch steel may be supported above the forms by specially designed metal supports, by small stones or concrete blocks which are concreted into the finished work; or by notched strips of wood which are removed as the concrete approaches them. Strips of wood are not satisfactory because they are sometimes carelessly left in place in the concrete resulting in a line of weakness in the structure. Metal chairs are the most secure supports. They are fastened to the forms and the bars are wired to the chairs. In some instances the entire reinforcement has been formed of one or two bars which are fastened into position as a complete ring. This results in a better bond in the reinforcement, requires less fastening and trouble in handling, but is in the way during the pouring of the concrete and interferes with the handling of the forms.

=196. Costs of Concrete Sewers.=—Under present day conditions a general statement of the costs of an engineering structure can not be given with accuracy. Only the items of labor, materials, and transportation that go to make up the cost can be estimated quantitively, and the total cost computed by multiplying the amount of each item by its proper unit cost obtained from the market quotations.

A summary of some of the items that go to make up the cost of a concrete sewer and the relative amount of these items on different jobs is given in Tables 69 and 70.

TABLE 69

DIVISION OF LABOR COSTS FOR THE CONSTRUCTION OF 96–INCH CIRCULAR
CONCRETE SEWER

─────────────────────────────────────────╥─────────────────────────────
Classification of Labor ║ Classification of Work
─────────────────┬───────────┬───────────╫─────────────────┬───────────
Task or Title │ │ Total ║ Type of Work │
│ Number of │dollars per║ │Dollars per
│ men │ day ║ │ foot
─────────────────┼───────────┼───────────╫─────────────────┼───────────
Superintendent │ 1│ 6.00║Excavation │ 1.80
Engineman │ │ ║Sheeting and │
│ 1│ 3.50║ bracing │ 0.58
Hoister │ │ ║Bottom plank │
(engineman) │ 1│ 2.00║ │ 0.17
Tag-men │ 2│ 3.30║Pulling sheeting │ 0.45
Earth diggers │ 10│ 16.50║Backfilling │ 0.33
On dump cars │ │ ║Making and │
│ 2│ 3.30║ placing invert │ 1.17
Carpenter on │ │ ║Making and │
bracing │ 2│ 3.00║ placing arch │ 1.54
Carpenters’ │ │ ║Laying brick in │
helpers │ 2│ 3.30║ invert │ 0.29
Laying bottom │ 2│ 3.30║ │
Moving pumps, │ │ ║Bending and │
etc. │ │ ║ placing steel │
│ 2│ 3.30║ in arch │ 0.20
Pulling sheeting │ 3│ 5.25║ │
Mixing and │ │ ║Bending and │
placing │ │ ║ placing steel │
concrete │ 16│ 26.40║ in invert │ 0.09
On steel forms │ │ ║Moving forms and │
│ 3│ 5.25║ centers │ 0.62
Water boy │ │ ║Watchmen, water │
│ 1│ 1.00║ boy, etc. │ 0.62
Coal and oil │ │ 5.00║ │
│ │ —————║ │ —————
Total │ │ 90.40║ Total │ 7.86
─────────────────┴───────────┴───────────╨─────────────────┴───────────
NOTES.—Trench was 12½ feet wide and of various depths. At depth of 12
feet the cost of excavation was $1.61 per foot. From Engineering and
Contracting, Vol. 47, p. 157.

BACKFILLING

=197. Methods.=—Careful backfilling is necessary to prevent the displacement of the newly laid pipe and to avoid subsequent settlement at the surface resulting in uneven street surfaces and dangers to foundations and other structures.

The backfilling should commence as soon as the cement in the joints or in the sewer has obtained its initial set. Clay, sand, rock dust, or other fine compactible material is then packed by hand under and around the pipe and rammed with a shovel and light tamper. This method of filling is continued up to the top of the pipe. The backfill should rise evenly on both sides of the pipe and tamping should be continuous during the placing of the backfill. For the next 2 feet of depth the backfill should be placed with a shovel so as not to disturb the pipe, and should be tamped while being placed, but no tamping should be done within 6 inches of the crown of the sewer. The tamping should become progressively heavier as the depth of the backfill increases. Generally one man tamping is provided for each man shoveling.

TABLE 70

DIVISION OF COSTS FOR THE CONSTRUCTION OF CONCRETE SEWERS

Gillette’s Handbook of Cost Data.
──────────────┬────────────────────────────────────────────────────────
Item │ Location
──────────────┼─────────┬────────┬──────────┬──────────────────────────
│ Fond du │ South │ │
│ Lac │ Bend │Wilmington│ Richmond, Indiana
──────────────┼─────────┼────────┼──────────┼────────┬────────┬────────
Diameter in │ │ │ │ │ │
inches │ 30 │ 66 │ 53 │ 54 │ 48 │ 42
Shape │circular │circular│horseshoe │circular│circular│circular
Plain or │ │ │ │ │ │
reinforced │ plain │ rein. │ rein. │ rein. │ rein. │ rein.
Cubic yards │ │ │ │ │ │
per foot │ 0.11 │ 0.594 │ 0.37 │5″ shell│5″ shell│4″ shell
Daily │ │ │ │ │ │
progress, │ │ │ │ │ │
feet │ 47 │24 to 36│ │ │ │
Cost per foot,│ │ │ │ │ │
dollars │ 1.20 │ 4.40 │ 2.97 │ 1.35 │ 1.08 │ 0.91
Per cent of │ │ │ │
total cost: │ │ │ │
Labor │39.0[103]│ 33.5 │ 33.0 │ =17.1=
Tools │ 1.5 │ 11.5 │ │
Sand and │ │ │ │
gravel │ 12.4 │ 15.5 │ 18.9 │ =19.3=
Lumber │ 0.9 │ │ │
Water │ 0.7 │ 11.5 │ │
Reinforcing │ 0.0 │ │ 14.5 │ =22.3=
Cement │ 23.0 │ 20.0 │ 27.5 │ =32.0[104]=
Frost │ │ │ │
prevention│ 2.0 │ │ │
Forms │ 12.5 │ 8.0 │ 6.1 │ =9.3=
Engineering │ 8.0 │ │ │
Length of day,│ │ │ │
hours │ 8 │ 10 │ │
Year of │ │ │
construction│ 1908 │ 1906 │ Pre-war conditions
──────────────┴─────────┴────────┴─────────────────────────────────────

Above a point 2 feet above the top of the sewer the method pursued and the care observed in backfilling will depend on the character of the backfilling material and the location of the sewer. If the sewer is in a paved street the backfill is spread in layers 6 inches thick and tamped with rammers weighing about 40 pounds with a surface of about 30 square inches. One man tamping for each man shoveling is frequently specified. If no pavement is to be laid but it is required that the finished surface shall be smooth, slightly less care need be taken and only one man tamping is specified for each two men shoveling. On paved streets a reinforced concrete slab with a bearing of at least 12 inches on the undisturbed sides of the trench may be designed to support the pavement and its loads. This is of great help in preventing the unsightly appearance and roughness due to an improperly backfilled trench. On unpaved streets the backfill is crowned over the trench to a depth of about 6 inches and then rolled smooth by a road roller. In open fields, in side ditches, or in locations where obstruction to traffic or unsightliness need not be considered, after the first 2 feet of backfill have been placed with proper care, the remainder is scraped or thrown into the trench by hand or machine, care being taken not to drop the material so far as to disturb the sewer.

If the top of the sewer, manhole, or other structure comes close to or above the surface of the ground, an earth embankment should be built at least 3 feet thick over and around the structure. The embankment should have side slopes of at least 1½ on 1 and should be tamped to a smooth and even finish.

If sheeting is to be withdrawn from the trench it should be withdrawn immediately ahead of the backfilling, and in trenches subject to caving it may be pulled as the backfilling rises.

Puddling is a process of backfilling in which the trench is filled with water before the filling material is thrown in. It avoids the necessity for tamping and can be used satisfactorily with materials that will drain well and will not shrink on drying. Sand and gravel are suitable materials for puddling, heavy clay is unsatisfactory. Puddling should not be resorted to before the first 2 feet of backfill has been carefully placed. More compact work can be obtained by tamping than with puddling.

Frozen earth, rubbish, old lumber, and similar materials should not be used where a permanent finished surface is desired as these will decompose or soften resulting in settlement. Rocks may be thrown in the backfill if not dropped too far and the earth is carefully tamped around and over them. In rock trenches fine materials such as loam, clay, sand, etc., must be provided for the backfilling of the first portion of the trench for 2 feet over the top of the pipe. More clay can generally be packed in an excavation than was taken out of it, but sand and gravel occupy more space than originally even when carefully tamped.

Tamping machines have not come into general use. One type of machine sometimes used consists of a gasoline engine which raises and drops a weighted rod. The rod can be swung back and forth across the trench while the apparatus is being pushed along. It is claimed that two men operating the machine can do the work of six to ten men tamping by hand. The machine delivers 50 to 60 blows per minute, with a 2 foot drop of the 80 to 90 pound tamping head.

Backfilling in tunnels is usually difficult because of the small space available in which to work. Ordinarily the timbering is left in place and concrete is thrown in from the end of the pipe between the outside of the pipe and the tunnel walls and roof. If vitrified pipe is used in the tunnel, the backfilling is done with selected clayey material which is packed into place around the pipe by workmen with long tamping tools. The backfilling should be done with care under the supervision of a vigilant inspector in order that subsequent settlement of the surface may be prevented.