US1164085A

US1164085A - Method or process of anchoring steel piles.

Info

Publication number: US1164085A
Application number: US80024813A
Authority: US
Inventors: John Byron Goldsborough
Original assignee: Individual
Current assignee: Individual
Priority date: 1913-11-11
Filing date: 1913-11-11
Publication date: 1915-12-14
Anticipated expiration: 1932-12-14

Description

J. B. GOLDSBOROUGH.

METHOD 0R PROCESS 0F ANCHORING STEEL PILES. APPLICATION FILED Nov. II, I9I3.

2 SHEETS-SHEET l.

J. B. GOLDSBOROUGH.

METHOD4 0R PROCESS 0E ANCHORING STEEL ms.

APPLICATION FILED NOV. II, i913.

2 SHEETS-SHEET 2.

Patented Dec. 14, A1915.

.IK In... X. V

FFME.

CROTON-ON-HUDSON, NEW YORK METHOD 0B PROCESS ANCHVORING STEEL PILES.

arcanes.

Specification of Letters Patent.

Patented Dec. la, i915.

Application led ovember 11, 1913. Serial No. 800,248.

To all whom it may concern.' A

Be it known that I, JOHN BYRON GOLDS- BOROUGH, a citizen of the United States", and resident of Croton-on-Hudson, in thecounty of Westchester and State of New York, have inventeda certain new and useful Method or Process of Anchoring Steel Piles, of which the following is a full, clear, and exact description, reference being made to the accompanying drawings, forming part of this speciication. y

This invention relates to improvements in the art of forming steel pile-foundations on which to erect buildings and other structures, and the invention consists in the method or process which is herein described and claimed of anchoring a tubular pile by attaching it at the base to the bearingstratum after the pile has been driven through the overlying soil.

On the accompanying sheet of drawings, on which like reference-numerals designate like parts of different views, Figure l is a sectional elevation of a pile-cluster with grillage and a column, which forms part of the frame of a building, supported by the pile-cluster, and illustrates the practice of the method when the soil is dry and but one anchor is required to each pile; Fig. 2 is a sectional elevation of an anchored pile, and illustrates the practice of the method when the pile is driven in quiclzsand and but one anchor is required to a pile; Fig. 3 is a sectional elevation of a large pile anchored at four places, this view illustrating the practice of the invention in anchoring some piles; and Fig. 4 is a cross-section of this large pile. Figs 5 to 9 illustrate the several successive steps necessary to carry out the invention. y

The steel piles to be anchored by the method herein described are heavy steel cylinders which are driven by suitable means, such as a steam hammer or a common pile-driver, to hard rock, and which are filled with plastic material, usually concrete, in which reinforcing devices are or may be embedded and which will harden to Jform solid columns tightly incased by the steel cylinders. The cylinders vary in diameter, those generally used being twelveinch cylinders7 and they are driven to depths that range from less than twenty feet to upward of sixty feet. If a pile is longer Vthan thestandard pipe-length, it is formed of sections, and a sleeve or sleeves fitting snugly in them, each sleeve, which is a short steel tube, extending into two sections rom their adjacent ends, which abut on each other or else rest against a rib formed on the sleeve When vthe pile is being driven it contains a pointed steel plunger which its in and extends through it and on which is a fast collar that rests on the top of the pile. The pile-hammer acts on the plunger and this forces the pile down and prevents any earth from entering it, so that after the pile has been driven to the bearing-stratum and the plunger has been withdrawn the interior of the pile is an unobstructed space extending from the top of the pile to the bearing-stratum and ready to be filled with concrete.

The cluster of three piles illustrated in Fig. l comprises cylinders l, 2 and 3 (shown broken) that have been driven through soft soil 4 to the solid rock or'bearing-stratum 5. On these piles are caps 6, and grillage-beams 7 extending across and resting on the caps. The steel column 8 of the framework stands on these grillage-beams which together with the tops of the piles and the column 8 are contained in the wall 9 of the building, the wall being represented with a portion broken away to expose them.

It has been the practice in forming a steel pilefoundation to drive the piles as above described and then fill them with concrete, and if the bearing-stratum is level, and the piles are not subjected to unbalanced pressures, it is usually safe to depend on friction between the bearing-stratum and piles, and on the soil surrounding them, to prevent them from slipping sidewise, although sometimes the entire load carried by a pile has been imposed on a solid point or on one edge of the pile. But in neither of these cases are piles so held that they are not liable to slip and let the walls supported by them settle, especially when the surface of the bearing-stratum is sloping. Then a conical point is apt to be more dangerous than the dat end of a pile.

lt is the object of this invention to enable steel piles to be anchored, or attached to the bearing strata to which they are driven, so that they will not be liable to slip sidewise, even if the surfaces of those strata are not smooth or level.

In Fig. 1 three slightly different ways of practising the invention are illustrated. To anchor a pile so that it will be attached to the bearing-stratum as is the pile which includes the cylinder 1 (Fig. 1): a hole 10 is cut in the bearing-stratum, the cuttingtool being applied thereto from within thecylinder or tubular pile, the hole and interior of the pile are cleared, the material being blown out by `compressed air or otherwise removed from them, and the hole and pile are filled with concrete or similar plastic material that willharden, combined if desired with reinforcing devices embedded in it. After the filling, or the plastic material included therein, has become hard the pile willbe firmly anchored to the rock by the portion 11 of the solid pile, extending to the bottom of the hole 10, so that the lower end of the pile will be kept in its proper place if it should 'tend to slip in any direction.

The means shown by which the piles that include the cylinders 2 and 3 are anchored comprises a post 12 extending from the cylinder 2 into the bearing-stratum, and the rod 13 extending 4through the cylinder 3 and thence into the bearing-stratum, the post and rod being preferably steel. The post may be tubular and for the rod a tube may be substituted. The hole required in the bearing-stratum for the post is cut with a drill or similar tool, applied to the bear ing-stratum from within the tubular pile, the hole and interior of the pile are cleared, the post is inserted in the hole, and the interiorof the tubular pile is filled; and in like manner a hole is cut in the bearing-stratum with a drill or other tool applied to it from within the cylinder 3, the hole and interior of the pile are cleared, the rod is inserted in.

the hole, and the tubular pile is filled. The filling of each of these piles is, or may be, like that of the pile which includes the cylinder 1. The rod may be secured at its upper fend to the superimposed structure, and either the rod or post, or both, may be fastened to the rock with grouting, an eX- panding nut or nuts, or some other suitable means.

To enable'a hole which is to receive an anchor to be cut or drilled in the rock with facility, a tool-guide is required, and this may be a small tube or pipe, like the drillpipe 14 (Fig. 2), inserted in the pile-tube and resting on the bearing-stratum. By operating a drill in this drill-pipe, or guidepipe, the drill having a working t therein, the hole can be readily cut in the rock at the desired place, and then the guide-pipe may Y quicksand and cur during the drilling. Then as soon asthe interior of the pile-tube has been cleared,

f bedded.

be further utilized to insure the insertion in the drilled hole of the anchor, passed through and guided by the pipe.

Sometimes it will be desirable, and perhaps it will be necessary, to fill the pile-tube immediately after it has been driven to the bearing-stratum, especially where there is ground-Hows are apt to ocif it contains material that ought to be removed, a drill-pipe may be inserted in the pile-tube which may then be filled with, concrete, and thereafter the drilling and setting of the anchor rod or post'can be done at the pleasure of theyworkman. l

In Fig. 2 adrill-pipe 14 is shown embedded in the filling 15 of a pile and er.v tending from the ypile-tube 16 to the bearing-stratum'l', the pile being anchored by ,3,3

lmeans of thepost 18 fitting in the drill-pipe and the rock. Obviously a pile may Y be anchored by means of two or more posts or rods. The large pile which is shown inl Fig.

4 conta-ins four drill-pipes'` 14 in which are four anchor-posts 18 that extend into holes cut in the bearing-rock by a drill operated in and through the drill-pipes, this large pile comprising the pile-tube 19 Vand the fill ing 20 in vwhich the drill-pipes are ern- The manner of carrying out the method isl illustrated in Figs. 5 to 9, wherein the successive steps are shown. In Fig.- 5 is disclosed the first step which consists in sink ing the tubular casing 16 and guide tube 14 to the bearing stratum 17. Fig. 6 discloses the drilling operation wherein a drill 2l and, driving means 22 are conventionally disclosed.4 Fig. 7 shows the casing and tube i f-.

after'the space between the two has been cleared of earth. Fig. 8 shows the part: after the lpost 18 has been positioned, and Fig. 9 shows the completed and concreta filled pile.

In steel pile-foundations formed as herein described some piles are required to sustain loads of more than a hundred tons each The danger of serious damage being vdone to the great buildings and other heavy struc- 1.

tures which they support, if -the piles slip at the base so as to allow the structures to settle, has long been known and in some ternal diameter of the boring tool being the guide tube tothe bottom of the hole, and same as the internal diameter of the guide lling the space between the guide tube and tube, dri11ing a, hole in the bearing stratum inni "Wall of the first tube with cementi- With the boring tool, evacuating the space tious material.

5 between the guide tube and the Wall of the JOHN BYRON GOLDSBDRQUGH.

first tube and evaeuating the gude'tube, In presence offilling the guide tube with an anchoring ost CHARLES E. SMITH,

fitting ih'and extending from the top ofp the E. REYNOLDS.