: 5 ’ i ; s 3 ; ' i “t | | : H ; | | Paste Ny y é bo 3 a 35 Wt pans IY, : 7 : , f : pate : Pe: $ ie 4 et Cee Lael Be Rome Oe Mey . at RM NLT TALE TREN Che IE OR LOI NEN AO et EE tly VA PEG NADL ONT TIO RE Pelton AA AAA HP Rh CNEL NR Tt ETRE Tah RS NR Be NT OTE ae a) ee da eee Soar a ae OTM Trees ras Oa e Acero gee Manes cae oa a = = == ae es rae a. er Cs _* came eee sem he aN AEE at EWR ANC AO GLO IE: PEAT CREA IL AE TRO sat yes errno eo ee HO Te ae ARE AT OE I RON A EEF OO = = Fret oa ~ a Fite ar os Digitized by the Internet Archive in 2022 with funding from Columbia University Libraries https://archive.org/details/concretepileconsOOraym_0O S. S. Beman, Architect. BRYSON APARTMENT BUILDING, CHICAGO. THE FIRST BUILDING IN THE UNITED STATES TO BE ERECTED ON CONCRETE PILES BUILT ON RAYMOND CONCRETE PILES ° - (; 5 Cnketast 4 CONCRETE PILE CONSTRUCTION NEW YORK and LAE SG BALTIMORE PHILADELPHIA PITTSBURGH __ ST. LOUIS COPYRIGHT, 1910, BY RAYMOND CONCRETE PILE CO. NEW YORK @ MANUFACTURERS’ PUBLICITY CORPORATION NEW YORK INTRODUCTORY N June, 1901, the Raymond Concrete Pile Com- pany placed the first concrete pile in the United States. Between that date and January |, 1910, this organization placed more than a million and a half feet of concrete piling. We are not only the pioneers of concrete piling in the United States, but also its most experienced and successful exponents. More than 75 per cent. of the concrete piles in this country are now being placed by us. We have placed concrete piling in almost every section of the United States; in such widely varying soils as the blue clay of Chicago, the silt of the Missouri River and the sandy beaches of Coney Island and Atlantic City; in the foundations of structures ranging from manufacturing plants, docks, gas holders and smoke stacks, to viaducts, office buildings, hotels and private residences. We have developed an organization whose ability, experience and resourcefulness fit it to successfully solve foundation problems in general and piling foundation problems in particular. This organization is not merely one of specialists skilled and experienced in the designing, making and placing of concrete piling to meet any condition where piling is necessary; it is also qualified by ex- perience to design and build difficult foundations, docks, piers, bulkheads, sea-walls, retaining walls, and other types of reinforced concrete structures. P27] This broad experience renders our service more valuable to our clients than that of any other piling organization. In the following pages will be found a detailed ex- position of the advantages offered by concrete piling, together with a description of the Raymond system and of some of the more notable contracts that we have executed. The illustrations of structures sup- ported on Raymond concrete piles and of other types of construction work executed by us demon- strate the breadth of our experience —a determining factor in many of the contracts awarded to us. [ 6 | THE SCOPE OF OUR WORK WE design, make and place concrete piles and sheet piles to meet any condition where piling is necessary. We also design and build difficult foundations, docks, piers, bulkheads, sea walls, retaining walls and other types of reinforced concrete structures. We will take pleasure in submitting plans and esti- mates for foundations embodying concrete piles, upon receipt of the general foundation plans, ac- companied by data regarding soil conditions, loads to be carried, etc. | Upon request, we will send a representative anywhere at any time, and at our expense, to figure on prospective work. Our engineering department will make investigations, without charge, for individuals, estates, corporations and municipalities owning water-front properties that are now occupied by timber docks, piers, wharves and bulkheads, and submit designs for, and cost estimates of, permanent construction. Engineers, architects and _ others interested in concrete piling and other permanent foundation methods are cordially invited to arrange with our nearest office for an inspection of our work under way in their vicinity. : i? Rives « : é CONTENTS INT RODUGLO River creat, Gomme rte. re coe he ESS CORELOE OUR WORK THE DEVELOPMENT OF THE CONCRETE PILE The Most Widely Used Type of Concrete Pile Local Conditions Determine Type of Pile to be Used . THE METHOD OF MAKING AND PLACING RAYMOND 2EILES ay eee mene an FLhesshe| | Weer armen eee ary es Tare oe as Bae Eh ‘Thea Cores ere eee. ee ot Ce ae eee ee Assembling the Shell . . . . . er Placing the Shell . . ; Filling the Shell . . . ie ee ee Reinforcmq the Piles. 8.020 os te - Standard Sizes. . . THE BASIS OF THE SUPERIORITY OF THE RAYMOND PILE The Function of the Shell . The Importance of eho the Shettnrs Greer Again Distortioneste et OSes on oe ae: tn Speed intinlacementame «. ea a nee Inspecting the Pile Before Comelncn Testing the Carrying Capacity meds BES, The Advantages of the Tapering Shape. . . ; Comparative Tests of Piles of Varying Tapers . . - - The Economy of Tapering Piles... .. +--+ =: Where Straight Piles are Preferable... ....- - How Straight Piles Increase the Cost of Foundations . . THE ECONOMY OF CONCRETE PILING... . . Why Concrete Piling is Superior to Wood Pilingieeee The Disadvantages of Wood Piling. . . THE ECONOMY OF CONCRETE PILING—(Continued) CONTENTS The Basis of Comparison between Wood and Concrete Piling & 3.94.5 ee oe eee ee The Difficulty of Sel Nettie Standard Prices of Con- crete: Pilesi.¥24704 ot roaettn Gear The Reason for the Greater Carrying Car at Con crete; Piles S85, Concrete Piles Independent of Permanent Water lane ; The Cause of Decay of Wood Piling. . . .. ... Importance of Constant Saturation of Wood Piling. . . Conditions that Menace Constant Saturation anh Influence of Water-Line Upon Cost of Piling. . . . . geri in Time Effected Through the Use of Concrete tleg.n< aeRO ee eee The gobs of Omecie HES. over Spread Founda- tions . he 4 : : SOME ILLUSTRATIONS OF THE INITIAL ECON- OM Ys ORTRAY MOND ERIE S Seer ee U.S. Naval Academy, Annapolis. . . . . Reinforced Concrete Conduits .... . SPECIFICATIONS FOR RAYMOND PILES . CONCRETE DOCKS, BULKHEADS AND SIMILAR SURUGTOURES sae eee The New Atlantic City Boarder sice By ine gd Oe a The Missouri River Revetment . ......... The New Baltimore Docks. . . fa The Advantages of Concrete Bale nn Bulkhesds =: The American Tobacco Company's Bulkhead . . The International Harvester Company's Bulkhead The Maryland Steel Company's Ore Dock. . . . . SOME USERS OF RAYMOND PILES . . [ 10 | PAGE 33 3)5) ILLUSTRATIONS MAKING, PLACING AND TESTING CONCRETE PILES Method of Making Shells for Raymond Piles . .. . . 16 The Various Sections Constituting the Shell of a Raymond eet So oe 6 ee ee 18 Raymond Pile Cue al Shell Ration 20 Shell of a Raymond Pile Driven to Reel ta Cue eet to DeaW ithdraWwnan wate, oc. > Io Raymond Pile Core Collapsed and Partly Withdrawn Bem Se aIE Dee oo Se, ee 24 A Completed erent Pile Without Reece oe 24 Placing Raymond Pile Foundations for Crunden-Martin Woodenware Company Building. . . . 26 Foundation of Reinforced Raymond Piles for Bid Fi on of the Settling Basins at the Chain of Rocks Water sty Plant, St.. Louis... < - a enc 98 Pier of 20-ins. Raymond ice A ee gos Vile) Raymond Pile Footings, Cuyahoga Viaduct, Clone : 30 Building Floor Girders Directly Upon Raymond Piles, U. S. Immigrant Station, Ellis Island, New York. . . 86 Test Load on a Raymond Pile Placed for New Montreal arbors beds Meeeanne ee enn ee at enn, on 28 Test Load on a Raymond Pile Placed for the Denison Harvard Viaduct, Cleveland. . . 104 Test Load on a Raymond Pile Placed fa Ge een Group, U. S. Naval Academy, Annapolis . . . ki2 Test Load on Four Raymond Piles Placed for New (ee lative Buildings, Regina, Saskatchewan... - - - - 92 Method of Handling and Driving Cast Piles for New Boardwalk, Atlantic City, New Jersey... - + - - 32 Handling Cast Piles, U. S. Government Revetment, Missouri River. . . . - 34 Driving Cast Piles, U. S. Gueeeer spaeeos Masur River ie oe Se eh ae he hens : 36 Swinging Renee eneee Seen Pile into Seri for Driving, Baltimore Municipal Docks. . . - . +: 38 pall ILLUSTRATIONS THE DISADVANTAGES OF WOOD PILING Typical Effects of Over-Driving upon Wood Piling . . . Damage Inflicted by the Teredo Upon Wood Piling Along the; Pacific. Coast Sait a) megs Rte nr ee ee STRUCTURES BUILT ON RAYMOND PILES [12] PUBLIC, SEMI-PUBLIC AND OTHER BUILDINGS Bryson Apartment Building, Chicago . . . . (Frontispiece) International Bureau of American Republics, Washington . Academic Group, U.S. Naval Academy, Annapolis Soldiers’ and Sailors’ Memorial Building, Pittsburgh . . . Post Office, East St. Louis, Illinois . acan Synagogue, Congregation Beth Elohim, Betorien : Contagious Diseases Hospitals, U. S. Immigrant Station, Ellis Island; Newsy ork#e eee ee ee Hospital, U. S. Immigrant Station, Ellis Island, New vor Baggage Room and Dormitory, U. S. Immigrant Station, Ellis Island; New orl: ee Insane Ward, U.S. Immigrant Station, Ellis Islandé New York New Legislative Buildings, Regina, Saskatchewan New Harbor Sheds, Montreal’. 27. 7. 2277 Auditorium, Denver, Colorado . . Grandstand, National League Base Ball Park, Pitsburoh Public! Bath: No.2l> Brooklyn. ee Addition to Rome-Miller Hotel, Omnia Sg Se are Statler Hotel, Buffalo. . . 2. . Williams Apartment House, New vere Residence, Duncan Joy, Esq., St. Louis . . . LIBRARIES AND SCHOOLS Publie library NewOrleans eee ee ee Crunden Branch Library, St. Louis a kt UE ae Public Library, Council Bluffs, lowa. . . 2. . . Public Library No. 31, New York ... . . Trumbull School, Chicago. . . PUES , Ghee ee oh O4= 1o4 Lindeke-Warner Building, St. Paul . . . . . . . fi VAAL Seelman Building, Milwaukee. . . BA ss > Ie) Strohmeyer & Arpe Building, New ok. eee eee al (X7 Harder Realty Building, New York. . . . . 2... 157 Maxwell-Briscoe Building, Chicago . . . .. . oe ES) Locomobile Company of America Building, Ghiewne Pe OO Garage, Locomobile Company of America, Boston . . . 132 WAREHOUSES Trinity Corporation Warehouse, New York. . . . . . 126 Depew Warehouse, New York. . .........- JI Shaughnessy Warehouse, St. Lous. . . . . ..-..- | 108 Willow Street Warehouse, Philadelphia . . .... . 159 Eldridge & Higgins Warehouse, Marietta, Ohio. . . . 128 Emerson Warehouse, St. Louis . . 158 Philadelphia Warehousing and Cold Storage Building, Rhiladelohiagw atte ey ae 118 U. S. Express Company Belgie News orkaeapera os) 8100 MANUFACTURING BUILDINGS General Electric Company Buildings, Schenectady, Neway orkatens ee ee Sie i ke ge) 2 . 46,90, 115 Westinghouse Electric and Neneccrriae Company Building, East Pittsburgh . . . 82 Troy Laundry Machinery Company Buildings Cheng : 95 Hooper Laundry Company Building, Salem, Massachusetts 1 13 Lawler Flour Mill, New Orleans. . . .... . Ss Bakery, John Schmalz Sons Company, Hoboken, New fhe 109 Frazee-Potomac Laundry, Washington, D.C. . .. . . 152 Bemis Bros. Bag Company Building, St. Louis. . . . . 134 Marietta Chair Company Building, Marietta, Ohio . . . 130 Mill Building, A. & S. Wilson Company, ocean Hennéyivanideere es ee) ce exe, 105 e135] ILLUSTRATIONS STRUCTURES BUILT ON RAYMOND PILES — (Continued ) PAGE Gulf Bag Company Building, New Orleans . . Sen 40 Reinforced Concrete Sand and Gravel Bins, Arundel Sand & Gravel Co., Baltimore . . . eS te AVAL AVA A 2 POWER HOUSES West Jersey & Seashore R. R. SE yee News erseyo eee ; 58 Union Railway Company, New York of a Oe (25 Union Electric Company, Dubuque, lowa. . . arr tet American Railways Company, Tyrone, peerevdeentie oar 85 Coney Island: Railway,.brooklynusseces nee een 11] Philadelphia Rapid Transit Company, Phiedelone eens, Malden & Melrose Gas Light Company, Malden, Massachusetts; % & 22s SS tees ee 93 New York & Richmond Gas Company, Clifton, Staten Island, New York . fe : ; 97 RAILWAY BUILDINGS Car Barns, New York City Railway Company, New York 91 Rapid Transit Gar; Barnes brooklyn seas 102 Denver & Rio Grande Railway Station, Grand Taschen Colorado : =o hea eA Car Shops, Big Four Rdierd Manat Caen linea eg ARIS VIADUCTS Norfolk & Western Railway Viaduct, Kenova, West Virginiags sae 144 Canadian Pacific Railway etek Letibridaes Alberta . : 50 DOCKS, BULKHEADS AND SIMILAR STRUCTURES New Boardwalk, Atlantic City, New Jersey . . . . . 64, 133 U. S. Government Revetment Along the Missouri River . 66 New Municipal Docks, Baltimore. . . . . . . 68,87, 88, 89 Concrete Bulkhead, J. S. Young Plant, American Tobacco Company, Balimore. oe-meta eee eee 70 Concrete Ore Dock, Maryland Steel @perene Spacreehs Pont;;Maryland = =e oe e425 Oe Beat Concrete Bulkhead, International iatveaten Coucane Chicago -.) °? Ag. 6 ol en ee Oe) fia] THE DEVELOPMENT OF THE CONCRETE PILE ie development of the concrete pile was the result of two causes: (1) the great increase in the cost of wood piles, and (2) the demand for an absolutely permanent form of piling. The extent of these causes is best indicated by the almost immediate favor with which the concrete pile was received by architects and engineers. Metaphorically speaking, the concrete pile may be said to be still in its infancy —its birth dates back hardly more than a decade — although the degree to which it is being employed would indicate a more mature stage to the casual observer. It is only a question of time when it will completely supplant its wooden prototype. Wood piles will never become cheaper. Neither can they be permanent except In rare cases. THE MOST WIDELY USED TYPE OF CONCRETE PILE aN TN Raymond, a Western railroad bridge builder, was the pioneer of the concrete pile in the United States. He was the originator of the type of concrete pile made in place with a per- manent shell or form. That the Raymond type has proven itself to be more adaptable than any other is evidenced by its use in more than 75 per cent. of the concrete pile foundations now being placed in this country. The reason for this suprem- acy is apparent when consideration is given to the facility that the Raymond system affords for rigid inspection and scientific checking during the process of placing the pile. ‘This insures a perfect pile and accurately ascertains its bearing capacity before the pile is subjected to its load. LOCAL CONDITIONS DETERMINE TYPE OF PILE TOsBERW SED To state that a certain type of pile will meet any and every condition is analogous to saying that a certain type of bucket will do any and every kind of digging. It may be suited to Rix RAY MOW Die GOW: Gtr ele i, holt es CO Vela Nee GNNOYDNOVE NI NAAOHS STTAHS ONINYOA YOA AAV (61 oBed 92S) qd AOINYOO ‘SA1ld GNOWAVY YOI STISHS ONIAVW AO GOHLAW [ 16 | DEpeEOD MENTOR RHE GON GREI&E PILE certain cases, but not to others. We do not claim a universal application for the Raymond pile. We do claim, however, that the Raymond pile is applicable to most cases where piling is necessary. We have had a longer and wider experience in placing concrete piles than any other organization in the United States. In the course of this experience, we have come to recognize the fact that every situation requires careful individual study in order to determine just what is best suited to meet the local condition. We give each job special consideration, and then design and build whatever best meets the need. In most building- foundations, a Raymond pile without reinforcement fulfils every requirement. In others, reinforcement is necessary because of lateral strains. In dock construction, careful attention must be paid not only to the soil conditions, but also to the depth of water, exposure to storms, etc., and in the construction of bulk- heads the character and weight of the fill to be retained. All of these factors must be considered in designing the type of concrete piling to be used. ) Though the Raymond pile is more adaptable for foundation work than any other type of concrete pile, there are certain conditions under which it is sometimes desirable to use rein- forced concrete piles that are cast in molds before being placed. Those used by us in the construction of the new boardwalk at Atlantic City; in revetment work for the U.S. Government along the Missouri River at Elwood, Kansas; the reinforced concrete sheet piles that we employed in the construction of the new docks for the city of Baltimore; the reinforced concrete bulkheads for the International Harvester Company at Chicago and the Maryland Steel Company at Sparrows Point, Md., are examples of cast concrete piles that we designed to meet special and widely varying requirements. aLEA RAY.M OWN-D®© GOW CEs ewe ee COM ie Nay Ps coum | re | A] boa 7 pio Rent ate >} UE ee RET tree ns ia * si ee ea} = o. Q Zi O 2 > a mm < i, O — — [ea 40 n ea] ae = ) Z, _— ~ = _— n Z Oo O na Za O Fe O 23) n a 2) Se) iad < > tu) Le THE METHOD OF MAKING AND PLACING RAYMOND PILES Tek Raymond pile is made by driving a tapering sheet steel shell to refusal by means of a collapsible steel core, with- drawing the core and thereupon filling the shell with concrete. JUSIS A} slab The shell consists of a number of conical sections that are formed by uniting the vertical edges of two lengths of 18 to 20-gauge sheet steel, bent into shape by a cornice brake. The diameters of the sections range in a decreasing ratio from the uppermost section down to the point or boot. ‘The latter 1s stamped from a single piece of 16-gauge stock. pHERGORE The core is composed of three steel segments forming a tapering cylinder or cone. The segments are separated or brought to- gether through the action of a series of wedges. ASSEMBLING THE SHELL The shell is assembled by slipping the various sections compos- ing it over the core, the segments of which are expanded at this stage. Placing the boot in position over the point of the core completes the shell. ‘The sections overlap sufficiently to exclude soil, water, or any other foreign substance that might otherwise gain admission into the shell while it is being placed. PLACING THE SHELL After the core is completely encased in the shell, it is driven to refusal. The core is thereupon withdrawn by bringing the seg- ments together, or “‘collapsing the core,’ as the operation 1s termed. The shell, which is of sufficient strength to retain its shape after the withdrawal of the core, remains permanently in the ground and acts as a mold or form for the concrete. [19] RAY MOWN DA CON GRIEVE Ee GO Mar Ney RAYMOND PILE CORE AND SHELL THE SHELL, SHOWN TO THE RIGHT OF CORE, APPEARS AS IT WOULD BE WHEN IN POSITION IN THE SOIL [ 20 } (See page 19) MAKING AND PLACING RAYMOND PILES FILLING THE SHELL Before being filled, the shell is subjected to careful inspection. After inspection, it is filled with thoroughly mixed con- crete, composed of one part good Portland cement, three parts sharp sand, and five parts crushed stone or gravel of suitable size. REINFORCING THE PILE If the pile is to be reinforced, the reinforcing material is placed in the shell prior to the placing of the concrete. This operation is simple and requires no unusual skill. STANDARD SIZES The dimensions of the standard sizes of Raymond concrete piles are as follows: 20 ft. long, 20 ins. at the top and 6 ins. at the point 25 20 8 BOW 2) Seema, i 8 Shey AV LOS ee , 8 Aaa, [See . 8 [ 21 ] RAY M:0 NDE COUG alee i ie EweG OU Adve SHELL OF A RAYMOND PILE DRIVEN TO REFUSAL AND CORE ABOUT 10 BE WITHDRAWN (See page 1°) THE BASIS OF THE SUPERIORITY OF THE RAYMOND PILE THE FUNCTION OF THE SHELL HE shell of the pile protects the setting concrete against being cut off or seriously warped or displaced by the compression of the soil caused by the driving of adjacent piles. It likewise prevents the admixture of any foreign material that might tend to impair the bond of the concrete. Thus the many and serious dangers that threaten piles made in place without a permanent shell, or without any shell whatever, are completely avoided. THE IMPORTANCE OF PROTECTING THE SETTING CONCRETE AGAINST DISTORTION No careful engineer or architect will permit green concrete to be placed in quicksand, silt, soft mud or any other porous or unstable material, without the protection of a form. _ It is of still greater importance that the concrete be protected when it 1s placed below the surface of the ground, where the pressure 1s often very great. In ninety per cent. of the cases where made- in-place concrete piles are employed, a permanent form is abso- lutely essential to complete SUCCESS. It does not suffice to know that a quantity of concrete equal to the cubic capacity of the hole made, has been deposited therein. It has been demonstrated by exposing concrete piles made without a protecting form, that they are often of widely varying diameter, due to the unequal pressure upon the soft concrete of the differing strata of soil displaced. The diametric measure- ments of one such pile often vary as much as from 3 ft. to 5 or 6 ins. This variation, which, in most soils, is inevitable when no form is used, is likely to be still further increased by the driving of closely adjacent piles. Failure to secure uniform results cannot occur where a shell or protecting form is used that permanently remains in the ground. This shell not only successfully resists the soil pressure when [ 23 ] RALLY M-OWN- DAG OU GARE Te Ee Eee OM een axe RAYMOND PILE CORE COLLAPSED AND PARTLY WITHDRAWN FROM SHELL. COMPLETED RAYMOND PILE WITHOUT REINFORCEMENT (See page 19) [ 24 ] SHEETS EM MOMSEN E TONE” IEISUSS Meo AN OM Ma) Jes 67S the core is withdrawn, but, when filled with concrete, will withstand the additional pressure caused by the driving of adjacent piles. SPEED IN PLACEMENT Speed in placement is still another point of superiority in the Raymond pile. Raymond piles can be placed more rapidly than any other type of concrete pile. The placing of piles can be commenced immediately after the proper equipment has been assembled at the site of the work. As soon as the shell of a pile has been placed, the core is easily and quickly withdrawn and the driver, which is mounted on a turn table, 1s then turned to place another shell whi e the first one 1s being filled. If cast piles are used, however, their constituent materials must be transported to the site and the piles cast. A seasoning period of 30 days must then be allowed to elapse before the piles are ready to be handled and driven without injury. Considerable time is also lost in dragging cast piles to the driver, adjusting them in the leads and then driving or jetting them. INSPECTING THE PILE BEFORE COMPLETION Perhaps the chief points of superiority of the Raymond pile are the absolute assurance of the permanent integrity of its shape and the tested carrying capacity of every individual pile. The first is afforded by the inspection of the shell of each pile before it is filled. Should the shell, after the withdrawal of the driving core, be found to have been distorted through extreme soil pres- sure or should any foreign material have gained entrance into it, it is possible to remedy the defect at this stage, before the pile 1s completed. Any distortion that may occur in a pile made in place without a form, or with only a temporary form; or any fracturing that may occur during the driving of a molded pile, must, of necessity, remain hidden, subsequent settlement, perhaps, calling attention to the existence, though not to the extent or to the nature, of the concealed fault. TESTING THE CARRYING CAPACITY The method of placing the shell of a Raymond pile makes it possible to observe the penetration under each blow of the [ 25 ] RAY-M OW DUC OW. GIR TES EG OMe ee GIRL SATId GNOWAVY NO LIN OSTVY AYV GNNOYONOVE NI NAVOHS SONICTING ‘SINOT “LS “ONIGTINd ANVdNOD AYVANAGOOM NILYVA-NAGNNYO YOsA SNOILVGNNOSA Ald GNOWAVY DNIOV Id “SJID PY IAP ‘Ua Pad®) & JJassnyy ‘uvann [yy [ 26 | CUPL Olin O Fal. HER AY MOND PILE hammer. Since the weight of the driving core and hammer are constant, a comparison of the carrying capacity of each pile can be very accurately predetermined by noting the final resistance to each blow of the hammer; or, in other words, the number of blows to the last inch of penetration. It has been found, as a result of a large number of tests, that this method of measuring the resistance is practically as good as loading the pile. THE ADVANTAGES OF THE TAPERING SHAPE During his extensive experience with wood piles, Mr. Raymond observed that in friction soils tapered piles afforded a better carrying capacity than straight piles. On that account, when he invented the Raymond pile, he experimented with a variety of tapers. The sizes and shapes of the Raymond piles now used are the results of these experiments. They are calculated to give the maximum resistance for a given length. While we recognize the value of straight piles under certain conditions and recommend and place them when such conditions exist, ina great majority of cases the tapered Raymond pile proves itself the most effective. Our conviction that the tapering rather than the straight pile has the advantage in carrying capacity 1s based on data received from: |. a comprehensive record of the resistance encoun- tered in driving; 2. an extensive series of loading tests, during which the real carrying power of the pile has been checked with the resistance encountered at the time of driv- ing. COMPARATIVE TESTS OF PILES OF VARYING TAPERS During the fall of 1906, we carried out, in Boston, an extensive series of tests with three piles having a variety of tapers. The records of these tests substantiate our claim as to the value of the tapering shape. They were made under the supervision of a prominent engineer, who contended that for the soil in question, a straight pile possessed certain advantages over a tapered pile. This engineer's attitude was based on the belief that increased [ 27 ] RAYMOND ERG OLN CIR ES Teele sO aN (PG eBed 226) SGHHS YOUNVH IWAYLNOW MAAN YOA GAOV ld Alld GNONAVY V NO dVOT LSAL j qMOOOIII av07 | mee FO SMe! Be Td USO QOL UR [ 28 ] SUPERIORITY OF THE RAYMOND PILE surface area afforded increased friction and consequently in- creased carrying capacity. To make sure of this point, two piles, each 20 ft. long, were driven within a few feet of each other. One core, “Core Jay was 13 ins. in diameter at the point and 18 ins. in diameter at the top, while the other, “Core B,” was 6 ins. in diameter at the point and 20 ins. in diameter at the top. “Core A,” with the large point, drove fairly hard from the start, and re- quired 944 blows of the steam hammer to secure a penetration of 20 ft., 8 blows being required to secure the last inch of penetration. “Core B,” with the smaller point, started easily. But, while it required only 875 blows to secure 20 ft. of pen- etration, 21 blows were necessary to drive the last inch. At the expiration of about a month, both piles were loaded and carefully tested. The test showed that the pile with the greater taper carried a proportionately greater load, showing no appreciable settlement up to 65 tons. This result is particu- larly interesting, in view of the fact that the engineer who made the tests did so for the specific purpose of demonstrating that a straight pile has a greater carrying capacity than a tapered pile. The results of these tests have been repeatedly confirmed in the course of our experience. THE ECONOMY OF TAPERING PILES The record of the test made of a 35-ft. pile driven in the same ground as the other piles is of interest as showing the economy of tapering piles. This pile measured 8 ins. at the point and 18 ins. at the top. On account of its less taper it was possible to secure a penetration some 15 ft. deeper with this pile than with the 20-ft. pile having the greater taper. But, notwith- standing the increased length of the pile, its carrying capacity under load was not as great as that of the short pile. WHERE STRAIGHT PILES ARE PREFERABLE There are places where a straight pile has its advantages; for instance, where a semi-fluid material overlies rock or hard-pan and [ 29 ] RVA*Y MO NeD IC OUNGG a a ae es hee COMPANY CNV TSAATO YVAN ‘AVATIVY NYAH.LNOS NVOIHOIN ¥ AYOHS ANVT “LONGVIA VOOHVAND ‘SONILOOS ATid GNOWAVY "AIIULOUG “YJAON “J LT 4 = eee. ede ee Gee mr bog * * Fy ee ; Pe ee [ 30 ] SURO layer O Fae isH Be RiAty MON DAE LEE the pile must be considered asa column. But these conditions are seldom encountered in actual practice. HOW STRAIGHT PILES INCREASE THE COST OF FOUNDATIONS The failure to appreciate the greater carrying capacity of a tapered pile has caused a material increase in the cost of many concrete pile foundations, for the reason that contracts are often awarded on the basis of the lowest price per lineal foot. It is well-known that the cost of piling is, in a measure, inversely proportional to the number of feet involved in the contract. It is, therefore, obvious that the bidder who contemplates the use of a pile or form that is straight or nearly so, realizes, unless the site overlies hard-pan or rock, that practically any desired pen- etration may be secured. In other words, a 40-ft. straight pile can be used where a 20-ft. tapered pile would be more effective. This means that twice the necessary number of lineal feet of piling has to be paid for. This principle is well illustrated in New Orleans, where some recent important structures are rest- ing on 20-ft. tapered concrete piles that were substituted for wood piles of much greater length. Tests on the short, tapered concrete piles showed an increase in carrying capacity over the longer wood piles of from 25 per cent. to 50 per cent. [ 31 J RAYMOND COW Gil [i Ee ie GO Vi ave Nae SS es : x METHOD OF HANDLING AND DRIVING CAST PILES FOR NEW BOARDWALK, ATLANTIC CITY, NEW JERSEY (See page 65) [ 32 ] THE ECONOMY OF CONCRETE PILING WiiecONCKE LE arikiINGsIsySUPERIOR, TO; WOOD PILING The superiority of concrete piling over wood piling consists of: |. its permanence and, therefore, immunity from decay and the attacks of boring animals; 2. its economy, due to (a) the smaller and lighter footings secured by the use of fewer piles; (b) the decreased unit pressures on the soil, due to the decreased weight of the footings; (c) the practical elimination of shoring or underpinning, sheeting, pumping, deep excavations and the sawing-off of piles, and the reduction of the quantity of masonry necessary where wood piling is employed; (d) speed in placement effected through the elimination and reduction of the foregoing items and consequent earlier productiveness of the investment. THE DISADVANTAGES OF WOOD PILING The chief disadvantages of wood piling are: 1. its lack of absolute dependability due to its exposure to (a) rot caused by imperfect saturation; (6) the attacks of marine borers, teredos and limnorias and wood boters ; (c) destruction or impairment through over-driving; 2. its lack of economy, due to (a) constantly increasing price; (b) the heavy expense for shoring or underpinning, sheet piling, pumping, excavation, masonry work, etc., in the attempt to assure permanent satur- ation. A comparison of the foregoing disadvantages of wood piling with the advantages offered by concrete piling, will speedily demonstrate why the latter has, during its few years of existence, gained such a strong foothold. THE BASIS OF COMPARISON BETWEEN WOOD AND SONGCRE TEePILING In discussing the comparative merits of wood and concrete piling, cost is often the determining factor in the mind of the investor. But the absolute certainty as to the permanence of a concrete [ 33 ] RACY M OW De CON GREETS Ete Vise ee (9 eBed aag) YaATY THNOSSIN AHL ONOTV LNANLAASTY LNANWNYAAOD ‘Ss ‘MN YOd SATld LSVD DONITIGNVWH [ 34 ] PAGaOo Nee imme Ope eaG. ON: CoRsE cd tev Pelee ieiVeG pile foundation should outweigh all consideration of cost. When concrete piles were first introduced in the United States, the conditions that menace the permanent saturation of wood piling had not attained their present proportions. Consequently, cost, in a great majority of instances, overbalanced all other consider- ations. The growing appreciation among architects and engl- neers of the many dangers that constantly threaten the integrity of wood piling, has produced a change of feeling regarding the sometimes seemingly excessive initial cost of concrete piling. The following are the absolute essentials of a good piling foun- dation: it must carry the load of the superstructure without settlement; it must be permanent; and it must be placed with dispatch in order to save rent, interest, etc., during the construc- tion period. These are the essentials that govern the cost of a foundation. There are minor ones but these are either so small as to be negligible; or else they affect the cost of concrete and wood piles alike. In taking up the first essential—the ability of the foundation to carry the load of the superstructure without settlement—it 1s assumed that the load is to be the same for both types of piling and that the same bearing power must, therefore, be developed by both. The first problem, then, is to-determine the cost of a concrete pile as compared with that of sufficient wood piles to develop the same bearing power. It should be understood that any statements made must be general because local conditions radically affect the problem. Details of specific operations might be furnished; but they would probably be misleading on account of conditions differing from those of any other. An average basis will therefore be assumed for com- parison and the local conditions that might change this basis will be pointed out. THE DIFFICULTY OF ESTABLISHING STANDARD BRIGED2OrsCONGRE, LE SPICES The cost of concrete piles, due to their manufacture on the ground, is wholly dependent upon local conditions; such as cost of transporting machinery to the site; the availability of the heed RAY MOND®S CON GRE TE ieee OW aA vey DRIVING CAST PILES FOR U. S. GOVERNMENT REVETMENT ALONG THE MISSC URI RIVER (See page 67) [ 36 | FAG ORNEOR eye Ota eC.OrN, CORE hele lel leNaG materials entering into the making of the piles ;{the character of the soil to be penetrated ; the number and spacing of the piles; and the general labor conditions incident to the locality. For this reason it is impossible to make fixed or standard prices of concrete piles. So necessary is a knowledge of local conditions in making estimates that we cannot fix prices even in the most general way. THE REASON FOR THE GREATER CARRYING GARAGE YSOZ CONCRETE PILES In general, however, it is assumed that, per lineal foot, concrete piles will cost four times as much as wood piles driven under the same conditions; that in 90 per cent. of the soils encountered, the necessary length of the wood pile is about 50 per cent. more than that of the concrete pile;. and that the load supported by a concrete pile can be safely doubled over that supported by a wood pile. In making the first assumption, this ratio of cost is based on a number of different cases; and since wood and concrete pile driving are essentially the same operation; and as the local conditions which affect the actual pile driving influence both to practically the same degree; this ratio remains the same, what- ever the conditions. The local condition that does affect the cost, however, is the price of materials. The rest of the assumption, namely, that shorter and fewer concrete piles can be substituted for wood piles, must also be explained. As the average concrete pile is made up in what- ever shape desired, greatly increased bearing power can be ob- tained by using the shape best adapted to develop the bearing power of the soil in question. Furthermore, as the concrete pile, supported by the earth on all sides, is good for practically the safe load that the square area of its head will hold, its ability to carry such a load is much increased by its greater area as compared with that of an average wood pile. CONCRETE PILES INDEPENDENT OF PERMANENT WATER LINE The second feature of a good piling foundation to be considered, is permanency. There is only one sure way known today of [ 37 ] RiAvYeM OW DyiC.O NCR IEG E PA tA GC Ou aN eva BALTIMORE MUNICIPAL DOCKS—SWINGING REINFORCED CONCRETE SHEET PILE INTO POSITION FOR DRIVING (See page 69) [ 38 ] SESG@OWN OL Maye 0 een, OWN CORSET. EO Pri LeENGG making a wood pile permanent; namely, sawing it off at a point below the water line, or at a point at which the pile-head will be continuously wet. This means that the footing or capping, resting on the piles and supporting the superstructure, must be carried below: the permanent water line. Here is a point where the concrete pile effects a big saving in expense, as it can be placed without regard to the water line. THE CAUSE OF DECAY OF WOOD PILING Merely keeping wood piling moist without entire saturation, though it is often thought to be sufficient, will not prevent the propagation of the fungi that attack it. Only by depriving the fungi of air, the result obtained by submerging wood piling in water, can decay be prevented. Besides food, a fungus requires heat, air and moisture for its development. The necessary heat is supplied by almost every climate in which wood piling is used. Submergence is the only method whereby the air supply can be cut off. The requisite amount of moisture is almost as universally present as heat. Therefore, complete and constant saturation is absolutely necessary to assure permanence in wood piling. IMPORTANCE OF CONSTANT SATURATION OF WOOD PILING The importance of constant saturation as a factor in the per- manence of wood piling is indicated by the stress laid upon it by building and engineering authorities. Freitag” states: “Wherever piles are employed for foundations, it 1s obviously of the utmost importance to establish the permanent water level, in order that the piles may be always below this line.”’ He states furthermore: ‘‘Great care is necessary to see that the piles are not badly injured in driving, and that the upper por- lions are never exposed to alternate wet or dry conditions.” Patton} states: ‘‘Timber. . . . if under water or in wet or even constantly moist ground . . . . can be relied upon for foundations of permanent structures, as it will not rot when constantly wet.” Kidder‘ states : “When it is re- “ Architectural Engineering,’ by Joseph Kendall Freitag. “4 Practical Treatise on Foundations,” by W. M. Patton. Architects’ and Builders’ Pocket-book,” by Frank E. Kidder. —- * teh [395] RA YM OWN-D: (CC OW GI Eee Ee Tels ee OVE eeAeNaye TYPICAL EFFECTS OF OVER-DRIVING UPON WOOD PILING. PILES EXHUMED ALONG THE NORFOLK & WESTERN RAILWAY, NEAR COLUMBUS (See page 33) [ 40 ] FRGOINEOUMS an Ot ee Gs OFNICIR Es T En @P let quired to build upon a compressible soil that 1s constantly sat- urated with water and of considerable depth, the most practic- able method of obtaining a solid and enduring foundation _ is by driving piles.’ The agreement of these various authorities on the point that constant saturation is necessary in order to ensure the permanence of wood piles well indicates its importance. Furthermore, their insistence upon this point implies or strongly suggests that under certain conditions it 1s difficult to be certain of permanent saturation. \ CONDITIONS THAT MENACE CONSTANT SATURATION That wood piling will remain permanent, if constantly saturated or submerged, has been proven by the specimens exhumed in Europe by archaeologists and others. But, the difficulty of maintaining the saturation of piling is a problem that is becoming more and more serious, due to certain unavoidable causes. In an editorial entitled, “Wood Piling and Ground Water Level,” Engineering-Contracting* states, apropos of the foregoing problem : A point not so often allowed for as it should be in planning the use of wooden piles is the change in water level that is likely to occur, particu- larly in large cities, where sewers, subways and other structures affecting underground water levels are continually being constructed. Wooden piling to be permanent must be entirely below water and engineers plan their permanent pile structures always with this in mind. It cannot be too confidently assumed, however, that piles whose tops are well below water when the foundation is built will still be below water level a few years later. This fact is being continually brought to mind by re-building work going on in New York, Chicago, and other large cities. Bulkheads built at certain points along the Chicago River, of piles capped with concrete and having the piles submerged when built, now show the pile tops exposed. Changes in the drainage conditions have lowered the water level. In tearing down recently a building constructed some ten years ago in Mil- waukee, on pile foundations, the pile tops were found some three feet above the water level, though when the building was constructed they * « Engineering-Contracting,’’ Chicago, April 13, 1910. [ 41 ] ICA WY MON De? COIN GIR ET Es Pall? EG Oi Pein vave 1 sioueiamiediiiea das alll SERS ene DAMAGE INFLICTED BY THE TEREDO UPON WOOD PILING ALONG THE PACIFIC COAST (See page 33) Ce OmNEOnViny anes tC, Op Ve GR Kale Fat le] ueNGG had been placed below it. The sewerage and drainage work of the inter- vening years had lowered the original water level. The lesson of these occurrences is obvious, for no one can doubt that they represent quite common conditions. Ground water levels depend en- tirely on drainage conditions and in cities drainage conditions are sel- dom the same for any long time. The engineer who puts in perman- ent pile work, therefore, runs a hazard of having it exposed to rot by succeeding constructions affecting ground water levels, unless he is very certain of his conditions. An article published in Cement Age™ under the heading of “Prevention and Cure of Weak Foundations,’ not only reiterates the warning conveyed by Engineering - Contracting, but goes further in describing some specific instances of build- ings settling as a direct result of wood piling foundations 1m- paired through changes in ground water levels. The writer of the article states : As the demand for consistent economy in design and construction of buildings increases, attention is being drawn to the all important subject of foundations. The settlement observed in many important buildings during recent years and the great cost of the repairs made necessary, to say nothing of the danger and risk involved, have contributed to make a consideration of the subject not only interesting and timely, but of vital importance to those concerned, whether owners, architects or builders. For buildings that could not well be founded on solid rock, and whose dimensions did not warrant the use of pneumatic caissons, it has been customary to rest footings upon the heads of wood piles sawed off below the ground water level and spaced to distribute the load according to the estimated safe bearing power. Such foundations were considered economical and satisfactory, and it is only during recent years that the many failures of wood pile foundations raised a serious question as to their economy in important building operations. Wood piles form a satisfactory foundation as long as they are below the ground water level, but when the water level lowers and the piles are exposed to the atmosphere, they deteriorate rapidly, often involving seri- ous risks, and invariably necessitating expensive repairs. Such condi- tions have become much too prevalent and it is most gratifying to know that modern engineering has developed efficient and economical methods of prevention as well as cure for these dangerous and costly troubles. The principal cause for the weakening of wood pile foundations is the # Ya, Age,” New York, April, 19/0. [ 43 ] ROALY (MO W* Dig GOWN GR Eg secre] ee) Violeta ya (LG eBed 33S) SAMId ALAYONOD GNOWAVY NO LTIING STIOdVNNV ‘AWHCVOV TVAVWN ‘S ‘N ‘dNOYD CINAGVOV era WIaMoAp “AsopT Jsauay [ 44 ] PaGe@eNeOuie aes Oza G, OUN CR Ela Ee sels LeNeG changes in underground water levels. In open country the water table is maintained at a fairly uniform level, because there are no artificial causes to disturb the permanence of the supply. In cities, however, the condition is wholly changed, because roofs and pavements divert the natural surface drainage and underground works often change the course of streams so that the ground water level is subject to marked variations. As an illustration of the change of the ground water level and its effect upon wood pile foundations, some cases in New York City may be cited. At the site of the Tombs and surrounding buildings, formerly existed a deep fresh water pond, fed by numerous springs. It was called by the Dutch ‘‘Kalch Hook’’ (Shell Point), later corrupted by the English into “‘Collect’” by which name it has since been known. During the construction of the subway on Centre Street the tunnel passed through the site of the old Collect Pond and considerable water was encountered, which had to be removed by pumping. The pumps were located about 25 feet below the curb and the pumping operation extended over a period of ten or twelve months. Near the same street, a 7-story brick warehouse showed evidences of settlement. When the building was erected about | 6 years ago, the piles were cut off about 10 feet below curb level, an elevation which was then below mean ground water level. Since then, the ground water level has been lowered from 5 to 10 feet in this locality by heavy pumping and drainage, chiefly in connection with the excavations and constructions for the subway through Centre Street. Within the last two years the foundations of this building settled about 2 inches. Investigations showed that the tops of the piles were about 8 feet above the present ground water level, and were no longer protected by saturation, so that decay had commenced which might, in time, ser- iously imperil the stability of the building. It is believed that with cessation of pumping for the subway, the lowering of ground water level will not only cease, but may be reversed, so that in time the level may rise part way at least to its former elevation. It was, therefore, considered that the safety of the building would be suf- ficiently insured by safeguarding that portion of the foundations between the bottom of the concrete footings and the present ground water level, below which the piles are durable and efficient. “To accomplish this it was determined to cut the piles down 5 feet and to extend the present concrete footings down to rest on their lowered tops. This was done at great expense to the owner, the walls were needled, the earth below them excavated, and piles cut off and new concrete footings placed upon the piles after they had been cut off at the lower elevation. A remarkable instance of the lowering of the water level away from pile foundation because of tunnel construction occurred at the old [49.2] RA‘'YM O.N|D|G OWNIOR lees alc Ooi ea AASNAOIT ‘NAANVUYA NVA M ‘DOD Ad GAOVTd SATId ALAYONOD GNOWAVYA NO LIINGA NYOA MAN ‘ACV.LOANAHOS ‘ONIGTING ANVdNOO OMLOATA TVYANAD [ 46 | Eien veo inva O lem CeOsVveG RE ERE ING Cambridge Hall Building, Thirty-third Street, directly opposite the Waldorf Hotel. The Thirty-third Street wall of this building was supported on wooden piles. Settlement took place in the building during the construction of the Thirty-third Street crosstown tunnels, which went directly in front of the building. After the tunnel excavation had been completed, and the permanent ma- sonry lining built in place, it was thought that the stream which had been flowing into the tunnel the year before would back up and again sub- merge the piles. The borings, however, indicated that this was not so, for the tunnel had in some manner effectually and permanently diverted the old stream and lowered the ground water level. The roof of the tunnel at this point was in rock and the piles supporting the north wall of the building rested on the rock. When the contract was let for the underpinning, the contractor expected to encounter water and to sink the cylinders under the wall by the pneumatic process. When the work was done, however, no water was found, the cylinder went down in the dry, and the underpinning was, therefore, a very simple matter. It showed, however, that the water table had been lowered on account of the tunnel construction about 24 feet. The underpinning and mainten- ance of this wall cost the owner about $40,000. Innumerable cases of foundations weakened by this cause are continually coming to light, and with the demands for higher buildings and greater foundation loads, old foundations must be strengthened even in the ab- sence of this water level trouble. Modern buildings, especially in New York City, require greater support that can ordinarily be secured by wood piles, depending chiefly on friction for the bearing power, and engineering . skill is rapidly solving these new problems by inventions involving both new forms and new methods for foundation work. The writer then enumerates the preventive methods available for use in guarding against the arising of conditions of the nature described. He states: Prevention of the unsatisfactory conditions resulting from the use of wood piles is found in the substitution of concrete or other artificial sup- ports which are unaffected by changes in water level and which may be made strong enough to carry the loads required. Concrete piles have been coming rapidly to the front as combining the necessary elements to most successfully solve this problem. Unaffected by water conditions, they may be made of almost any strength desired and in their many forms of construction and methods of placing, are adapted to nearly all conditions of foundation work. [ 47 | RAYMOND. CON CR Eas Tie GOVT aaa SATId ALHYONOD GNOWAVYA NO LING MYOA AAN ‘GNV'ISI SITTA ‘NOLLV.LS LNVYDINIWI “SN ‘STV.LIGSOH SHSVASIC SNOIDV.LNOOD quauyapndag Xanspary, "SQ ‘yoapiyoa4p Huisiazsadngs ‘aojto yy vouy saunf tte ro na ce % ing “ * mg coma a gare See eter i rel [ 48 ] FAGOUNCOSM eae Osa COON, CORP RT ES Palla NeG The construction of a big intercepting sewer in Boston lowered the level of constant immersion of the wood piles of numerous buildings. As a result, many of these buildings had to be underpinned at considerable expense. Even in New Orleans, where the city proper is below the level of the Mississippi River, the new deep sewers have so changed the water level as to drain the tops of wood piles there. In one particularly notable case, these new sewers lowered the water level suffici- ently to expose the wood piles in the foundations of a million- dollar building, for 5 ft. of their length. In some cases, in order to overcome the drainage of the soil, sprinkler systems have been installed to keep wood piles satu- rated. Such an arrangement is, of course, only a make-shift. A more permanent method is required to guard against the settlement, if not collapse, of the buildings supported by the impaired wood piling. Many buildings along the water fronts of our large cities are erected on wood piles driven in soil whose saturation is depen- dent upon the flow of the tides. The filling-in of land between such buildings and the body of water near which they are located, has in many cases, worked havoc with the wood piles by cutting them off from their source of saturation — the tides. The drainage of Lake Texcocco, near Mexico City, has brought about a corresponding lowering of the water level in the city. The result has been the settlement of a large number of structures supported by wood pile foundations. ‘The construc- tion of deep foundations alongside of more shallow ones; and the diversion of springs encountered in excavations for various purposes are additional dangers that threaten, through soil drainage, the integrity of wood pile foundations. The dropping of the assumed water level is a local condition that may make wood piling dear at any price, and even if there were no other advantages, would give the preference to concrete piling. INFLUENCE OF WATERSLINE, UPON COST OF PILING In general, if it should be necessary to lower the footings for wood piles only 3 ft. on account of the water line, it is cheap- aa RAY MON De CON GRE ere alls aC OV A Nay SAlld ALAYONOD GNOWAVHA NO LING ‘sJaId aja1NUOd Jas-YO oY} Jo yed JaMo] ay) Ul pasoy> -ua sdoj Jay] yum ‘Huo] “Yy QZ 91 Z| Wory ‘sayid uolepuno] 9ja10U09 Y{IM apeul st ainjon.ysqns oY] “Buoy ‘ut | 3} 79 ‘sIa9MO} [9218S EE UO paliseo ‘Buoy y Z9l ueds ssnJ} sole] YOsp peyoall | pue ‘Buoy ‘sul ()| 86 sueds Japs aye y6no1y) 77 ‘Buoy “ul | “Y Z9 sueds Japib aye] yBnoiy) pp jo sysisuod jonpela oy] “[le1 jo aseq 0} paq Jaa WO] Yrie sl wyBiey si] “‘Ppom ayy ul puly swt jo jonpelAa ysoHuoy ay) Wt soyeu ‘3 LZE°¢ ‘yybue] $1] “ARMEYT Dyloe | ueIpeues) ay} jo yourlq ysan] $s Mot) payeoo]-a1 oy} uo ‘eyloqi 7 ‘aBpluqyje] seo “I9Aryy A]JPG PY} Sessolo yonpelA sly T VLYAFTV “ADCMAHLAT “LONGVIA AVAVTIVY OlIOVd NVIGVNVO “AIIULEUG JUIPISIM “ULYUVDY “L "AIJULEUTG JOLY) JUDISISSp ‘4dZPLALYIS' “A . "AIIULIUT FULPINSUOD) ‘LaPLIuUYIS “) *) ‘SOTPIAT JO AIDULTUGT *JDAADSUOTYE “AT “LD Oia a SNS eer 7 tea t. , 6A OMY OY RY 3 TI OY tie am. Od ie a an Kl Re [ 50 ] Ee) Ve Oma vee Cr nem OviVeGel ele Lem iniileleNiG er to use concrete piles. The lower the water line below the necessary depth of the cellar or basement, the greater is the saving effected through the use of concrete piles, for, the lower the foundation footings are carried, the greater becomes the cost of these footings, and the greater the cost of excavation, shoring or underpinning, sheeting and pumping, during the construction period. With concrete piles there is practically no excavation necessary below the basement level, except to give sufficient depth to the footing to distribute the load. Furthermore, pumping is eliminated and little or no sheeting or shoring is required. Therefore, though wood piles are considerably cheaper than concrete piles for the same bearing power, yet the advan- tage of permanence will offset this difference in cost, if the low water line at which the wood piles must be cut off is such that 3 ft. of concrete can be saved. Add to this the fact of the uncertainty of the maintenance of the water line at the required level, and the balance of the scales is overwhelmingly in favor of concrete piles. SAVING IN TIME EFFECTED THROUGH THE USE OF GONGREUEPaEIEES In a large majority of cases, there is a considerable saving of time effected through the use of concrete in place of wood pil- ing. This saving comes from the elimination of excavation, shoring or underpinning, sheeting, pumping and the sawing-off of piles. A concrete pile driving plant is assembled in prac- tically the same length of time as a wood pile outfit. In using concrete piles, there is generally about one-half the number of piles to be driven and much time is saved in this way alone. Rapidity of work is always more or less governed by local conditions, such as the character of the soil to be penetrated, and the length and spacing of the piles. It is therefore impos- sible to give accurate figures that will apply to all conditions under which concrete piles are placed. The extent of the in- fluence of local conditions is shown by the wide variation in the fon) RAYMOND CON GRE EPL Ee CO Mine SATlId ALAYONOD GNOWAVA NO LTING SNVATYO MAN “THAN YNOTLYATAV'T ‘spoawpoap ‘shhig 19S PO) IIZUIM IY [ 52 ] EG OmveorVMayee Orr GOW G RE Te be APuti ENG number of Raymond piles that can be placed by one driver per day, this number ranging from 10 to 40. The considerable reduction in the size of the concrete pile capping is another item contributing toward the saving of time. Shortening the time of construction means a gain in rent— or return on the investment represented by the finished building— a factor often lost sight of by prospective builders. In a number of instances, the rent for the time saved by the use of concrete piles over any other form of foundation, has actually paid for the foundation itself. THE ADVANTAGES-OF CONCRETE PILES OVER SPREAD FOUNDATIONS The continued substitution of concrete piles for spread footings is an evidence of the increasing appreciation by the engineer that it is better engineering and often economical to adopt the newer form of construction. We have recently re-designed the foundations for a large indus- trial plant where the original plans called for heavy spread footings. The change resulted in a saving of many thousands of dollars and in securing a foundation proof against settlement. Within the last year there have been notable instances of im- portant structures resting on spread footings showing uneven settlement. This is illustrated by a large grain elevator in one of the middle Western states which was built on spread foot- ings. The engineer had considered concrete piles, but spread footings were adopted on account of the slight saving thereby effected in the total cost of the structure. Although the eleva- tor has been completed less than a year, it is now 10 ins. out of plumb and probably will have to be rebuilt eventually. Raymond concrete piles entirely obviate such difficulties, since each pile (as previously explained herein) is tested at the time itis placed. If unsubstantial soil is encountered, the core is driven until proper resistance is developed. An important consideration which engineers are apt to overlook is the decrease in the unit pressures on the soil effected through [ 53 ] RAY M OWN.D GOW GREETS Eee les ee OnVilardey ers SAlId ALAYONOD GNOWAVA NO LTINA TWAULNOW ‘SGHHS YOUUVH MAN ‘AaaUulbusyT falyd) ‘ala : a | SATId ALAYONOD GNOWAVA NO LTINGA NVMAHOLVASVS ‘VNIDSY ‘SONICTING Eee rae AVAN EF at Sy lle tee ; if ve al Ae [ 54 | FAGOMRO LINEN O Re ClOWNIC ROR Te MP LSTNeG the use of smaller and lighter foundations. Not only is the weight of the extra concrete eliminated but also the weight of the superimposed earth or back fill which must be considered in well designed foundations. It is generally expected that spread footings will show more or less settlement. In scientific design, every effort is made to have that settlement uniform. Our motto, however, is No Settlement. ieee ReAnY?M-OON DE COW Gigs Is rae alae ee Ge OnViaeiayale Ba¥i x : beeen! : Hlaskins © Barnes, Archttects. STANDARD OIL COMPANY OFFICE BUILDING, BALTIMORE BUILT ON RAYMOND CONCRETE PILES [ 56 | SOME ILLUSTRATIONS OF THE INITIAL ECONOMY OF RAYMOND PILES U. S. NAVAL ACADEMY, ANNAPOLIS Jos CASE in point illustrating the initial economy of Raymond piles is offered by the foundations of the academic group of buildings at the U.S. Naval Academy, Annapolis. Certain por- tions of the $10,000,000 appropriation made by Congress for re- building the Naval Academy were alloted to the various buildings. When the bids for the academic group were opened, the lowest, that of John Pierce, of New York, was found to far exceed the $1,500,000 allotted for the group, and some method had to be resorted to, which would reduce the cost and still preserve the general plan of the buildings. Raymond piles were sug- gested, and upon investigation it was found that by substitut- ing them for the wood piles shown in the original plans, the cost would be reduced about $27,000. The following reductions in the foundations of the two buildings were effected through the use of concrete piles: 2,193 wood piles were replaced by 885 Raymond piles; 4,542 yds. of excavation were reduced to 1,038 yds., saving 3,504 yds., and 3,250 yds. of concrete footings were reduced to 986 yds., saving 2,264 yds. With wood piles, after excavating to mean low water, shoring and pumping would have been necessary in all trenches, and this saving was estimated at $4,000. A schedule of changes showing the saving effected through the use of concrete piles 1 1s given in the following table: * “Concrete Piles ai the United States Naval Academy,” by Walter R. Harper, C. E., Inspector in charge of the Academic Group, U.S. Naval Academy, “Engineering Record,’ March 4, 1905. RAYMON DAGON.GR EEE Ei COMME aN ays SAlId ALAYONOD GNOWAVY NO LTING AASUSaL MAN “ATIALSAM (NALSAS “YY VINVATASNNGd) ‘ANVdINOD “XY “UY AYOHSVAS ¥ AASHAL LSAM “ASNOH YAMOd china tiasiemata TONS alee eGo .O Mey O Fav AY MM ON De P TE COMPARATIVE COST OF WOOD AND CONCRETE PILES. Wood Piles 2aLOB\ pileseeantnsce ras at $9.50 $20,835.50 4,542 cu. yd. exc’vin ~ 40 1,816.80 3,250 ;* concrete “* 8.00 26,000.00 5,222 |b. I-beams ~ O04 208.88 Shoring and pumping.......... 4,000.00 SODA LEE COS Lamers rine sane $52,861.18 Concrete Piles S55epileseemieta ss se at $20.00 $17,100.00 1,038 cu. yd. exc’vn ~ 40 415.00 986 i concrete “* 8.00 7,888.00 Sromine eindl joarmnysrnyie oonocaccy oocbsobac EPO TATAECOS Tits get ae ttc $25,403.00 DIBEERENCEMNeiGCOS laminin tein icine. $27,458.18 The saving in the cost of the foundations by the use of concrete piles was $27,458.18, or more than half of the original cost of the foundations as designed with wood piles. REINFORCED CONCRETE CONDUITS Another instance that illustrates the economy of concrete piling is offered by the method employed in supporting a vitrified duct conduit, about 1,150 ft. long, that was built for the Long Island R.R. * The soil across which the conduit line was to be built was originally a salt marsh and except where filling had been done for city streets or to support railroad tracks, the soft quaking mud was about 30 ft. deep. Various supports were suggested, but the choice finally lay between a support of plain concrete upon closely spaced wood piles, and one of reinforced concrete upon widely spaced Ray- mond piles. The former would have required a trench 10 to 13 ft. deep in very wet muck in order to keep the tops of the piles below the probable permanent ground-water level ; and as it was desirable to locate the ducts as high above the present ground-water level as possible, in order to avoid the * «*Reinforced-Concrete Conduits for Electric Cables; Long Island R. R.,’’ by Frederick Auryansen, Assistant Bridge Engineer, L. I. R. R., ‘‘Engineering News,” July 23, 1908. [ 59 J RAY:M. ON DAG OW Gi Ese eee nl aise OM lew ae SATId ALAYONOD GNOWAVY NO LING HOUNES.LLId “ONIGTING TVINMONWAW .SHOTIVS GNV .SYSIGTOS “SJIPPLYIAP ‘JaJSOQUAOTT LD sdUL1DT | 60 | L Neg pies lee COUN Ol VMaye OF BAYS M OUNDe PLIES difficulty and expense of drainage during construction, a large and expensive intermediate mass of concrete would have been required—the wood piles being, of course, permanent construc- tion only when immersed. By using Raymond piles the trench had to be but 6 ft. deep ; the most difficult part of the excavation was thus avoided; the quantity of concrete re- duced to a minimum; and the progress of the work facilitated accordingly, a highly important factor in the middle of Decem- ber, 1907, when the work was begun. [ 61 | SATlId ALAYONOD GNOWAVYA NO LTING ‘dd ‘NOLDNIHSVM ‘SOMmMdnAdsaY NVOMANV JO NVAYNE TVWNOLLVNYSALNI “SJIIPYIAP padlIOss Y “JIAD) 20d pup fasjay V4IVU \\ | . N NVA RAYMONDSGOW GRIEGIE ESS Ra Oia aaa [ 62 ] SPECIFICATIONS FOR RAYMOND _PILES Ne are frequently requested by architects and engineers who wish to be certain of securing satisfactory concrete pile work, to submit a specification for Raymond piles. If ‘‘Raymond Concrete Piles’ are called for, this is, of course, sufficient. If, however, it is for any reason undesirable to name them specifically, the following points should be covered : (1) The use of a shell or form which (a) remains in the ground, which (b) is of sufficient strength and rigidity to withstand the back pressure of the soil after the driving form has been with- drawn, and which (c) can be easily inspected to ascertain its condition before the concrete is placed in it. (2) No driving on the concrete. (3) Concrete shall be composed of one part good Portland cement, three parts sharp sand, and five parts crushed stone or gravel which will pass a | 7) in. ring. To be thoroughly mixed in accordance with the best practice. [ 63 ] RAYMOWN DV GOW GR Eelek™ Pola GLOM eeaNey el | a nt \ LY - pacan-Eo rPE Tg? Say i aisk TTT = Y oak Ue ~) + 54 Racy Be Oe 4a rt ee aoe ay am SECTION OF NEW BOARDWALK, ATLANTIC CITY, NEW JERSEY CONCRETE DOCKS, BULKHEADS AND SIMILAR STRUCTURES WWgsenee our work is primarily the construction of concrete pile foundations, we have had considerable experience in the designing and building of concrete docks, bulkheads and similar types of structures. Among the more notable contracts that we have executed along this line are the new boardwalk at Atlantic City, N. J., the new municipal docks at Baltimore, the concrete docks and bulkheads for the American Tobacco Company, the Maryland Steel Company and the International Harvester Company, and the revetment for the U. S. Govern- ment along the Missouri River, at Elwood, Kansas. THE NEW ATLANTIC CITY BOARDWALK The boardwalk is Atlantic City’s most widely known recrea- tion feature. Recognizing this fact, the city has spared neither trouble nor expense to make the boardwalk the finest structure of its kind in the world. As a result of this policy the walk has developed from an irregular, uneven plank walk, maintained by private individuals and subject to frequent washouts by the sea, into a broad, level promenade. In 1896, the greater part of the walk was rebuilt, steel piling and caps being substituted for the wood piles previously em- ployed. The moist, salt air of Atlantic City corrodes iron or steel with amazing rapidity and the fine sand which drifts like snow in every wind forms a most effective sand blast in removing any protective coating of paint. In 1907, it was decided to re-locate a section of the boardwalk near the Inlet, where the ocean had receded some 400 ft. By this time, the steel under the old boardwalk had become corroded to such an extent as to make its safety doubtful. In addition, the blistered and scaly appearance of the metal made the structure unsightly. Concrete piling had been used effect- ively under some of the amusement plers, and therefore, from [ 65 ] RAW M ON DGG OW Chel basi igs COMPANY dood V YaALAIV YAATY MNOSSIN AHL ONOTV LNAWNYAAOD ‘Ss ‘N SHL YOA LNANLAASY AMd ALAYONOD CsaOXOANIAY [ 66 | C OUNEGISES wie DOCK See AUN Dee BU ISKH EA D'S both practical and esthetic viewpoints, it appeared to those in charge of the work as best adapted for the new construction. Plans and specifications were drawn up by J. W. Hackney, city engineer, bids invited, and in January, 1908, we were awarded the contract. The concrete piles supporting the new boardwalk were especially designed with a view to best meeting local conditions. As the boardwalk forms part of an architectural scheme for beautifying the city, it was essential that the piles be round and cylindrical, ornamental as well as useful. The piles are 16 ins. in diameter and of two lengths, 28 ft. and 32 ft., the shorter ones being used in the more protected portions of the walk and the longer ones in sections where the chances of erosion were greater. The elevation of the deck of the walk is 15 ft. above mean low water, the piles being driven 15 or 19 ft. below this point, depending upon the location. ‘This gives a depth in the sand of from 20 to 25 ft, and precludes any likelihood of the piles being disturbed by storms or the shifting of the beach from the action of wind and sea. The piles were cast in vertical molds and sunk with a water jet. ‘Their settlement into place was assisted by a heavy drop hammer. The walk is 41 ft. wide for a distance of 600 ft., and then narrows down to 21 ft. The wider section is supported on four pile bents, 20 ft. on centers, the piles being 10 ft. on centers, and the narrow section on two pile bents with the same spacing. The concrete caps or girders are 8 1-2 x 24 ins. in section, with a 5-ft. cantilever at each end. The design is simple, but the proportion and general effect are pleasing. THE MISSOURI RIVER REVETMENT The timber-pile dikes used so extensively by the United States Government in connection with brush mattresses and_ stone ballast as revetment to protect the banks of the Missouri River from scour, have been found to decay, after seven to ten years’ service, in that portion of the structure above the water line. [ 67 ] R°A‘Y'M.O.N D 4G OW GREER Fee OV ea GALATdNOO SV ¢ YAld “AYOWILLTVE “SHOOd ALAYONOD ‘TWdIOINNW AVAN me [ 68 ] CONG Rise) OCK SS) AND BU LOK AE AIDS As a result, they must then be repaired substantially, thus in- volving a large maintenance expense. It is apparent that a concrete-pile dike would not only be practically free from de- terioration due to exposure, but in addition would be less readily injured by flood, floating ice or drift. In order to make a practical test of the adaptability of such construction, Capt. Edward H. Schulz, Corps of Engineers, U. S. A., awarded us the contract to rebuild a portion of one of the old timber dikes near Elwood, Kansas, with concrete. The total length of the dike constructed is 150 ft., of which 40 ft. nearest the shore is of the usual timber design and the off- shore 110 ft. of concrete piles. The latter are in 32-ft. to 50-ft. lengths, and were jetted to an average penetration of 21 ft., their tops being 10 ft. above low water. They are 14 ins. square at the top and 8 ins. square at the bottom. Each pile is reinforced with four |-in. square steel rods ex- tending the length of it, with single 1-4-in. rods, 18 ins. apart on centers, as ties. The piles were molded on a fore- shore, at an elevation of about 6 ft. above the deck of a barge in the river. THE NEW BALTIMORE DOCKS Previous to the fire of 1904 the city of Baltimore owned but little water-front and no important piers in its harbor on the Patapsco River. During the reconstruction which followed the fire, an opportunity arose and was promptly embraced for the inauguration of many important municipal Improvements. These included the adoption of a liberal harbor policy, the acquisition of a large amount of valuable land and water privileges, and the inception of an extensive system of docks and piers for the accommodation of existing navigation and provision for a large future increase. Six modern docks and piers were originally planned for the upper part of the harbor, but later on two others were added, making a total of eight. Careful records were kept of the actual cost of construction of piers 1, 2 and 3. In view of the market price of materials used, the much larger quantity of dredging involved for the required depths in the slips, the [ 69 | RAYMOND (GOING Rib leh lela eC. OEM tee rvs CSL oBed 22S ) AYOWLLIVE ‘ANVdWOO OOOVEO.L NVOIMANV “LNVId SONNOA ‘Sf ‘GVAHMNING ALAYONOOD GaONOANIAY $s ~ e re “di oe — = 5 NERY BN art ra mS Pel 225) ied WV aVLOUN Da C OU CRE eee LEE COM PANG NOLLONUY.LSNOO YACNN “AYOWLLTVd “ANVdINOO TAAVYD & GNVS THGNNYV AHL YOd SN AP LING GNV GANDISAC SNIG THAVYD GNV GNVS A.LAYONOD GaOYOANIAY [ 123 ] RAYMOND? GOW GR Eee Ee ORM AaNe Ya SATId ALAYONOD GNOWAVYA NO LING OdVUYOTOD ‘NOLLONAL GNVUYD ‘NOILV.LS AVATIVY AGNVUYS Od ¥ YAANAC ‘saauibugq fam) ‘pavx ‘“f “7 [ 124 | env eVLOIN Da G- OU Givelelaeaial te COM PIAN Y ee i sa ial ih ne finesse Architect. Hedman, Yel (Ge POWER STATION, UNION RAILWAY COMPANY, NEW YORK BUILT ON RAYMOND CONCRETE PILES RABY MON DAGON GR Ea EEC Oe Viren Naya WAREHOUSE, TRINITY CORPORATION, NEW YORK BUILT ON RAYMOND CONCRETE PILES [ 126 ] ALY OUND eG OW Glee et wie COMPANY W. S. Twining, Chief Eeouneer POWER HOUSE, PHILADELPHIA RAPID TRANSIT COMPANY, PHILADELPHIA BUILT ON RAYMOND CONCRETE PILES [ 127 ] RAYM ON DE COW CRIES ase G OVI EAA Ney SAMd ALAYONOD GNOWAVYA NO LTIING OIHO ‘V.LLAIMVW ‘ANVdINOO SNIDDIH *% ADCIMdCTA AHL “ASNOHAYVAA *SJIaLYIAP “psolIng LD AjJAD ITV E2Ee1 Sugoo} : | , 19049 3qvS37dHM , 99 SNIDOIH 8 Jd0moaNng ; ‘SpavyY NAY | |: AHL [ 128 ] Reve OW DRC OIG Er PhlE COMPANY SAlIld ALAYONOD GNOWAVA NO LTING AdSYal AYN ‘ALIO AASHAL ‘Ze “ON IOOHOS OFTENd ‘sq2aqyIAp paywiossp “‘YyIlUny yuosg pun “AL “punproxy L uyor [ 129 ] (etd Som ad oll fad a (ge es | (ee Agel eel eae [24 (a4 ed RAYMOND GONG RETR Bee EG OL ervey Oe Me Le, a Architect. Rieger, Chas. MARIETTA CHAIR COMPANY BUILDING, MARIETTA, OHIO BUILT ON RAYMOND CONCRETE PILES [ 130 ] [eA MIOIN Da GOW REN er ele G. OMe A NY. marie eee . Esenwetn € Johnson, Architects. STATLER HOTEL, BUFFALO BUILT ON RAYMOND CONCRETE PILES [ 131 ] RAY MO NID GOIN-C IR Eel ell ee Cee sein ee SATld ALAYONOD GNOWAVA NO LING NO.LSOd ‘VORANV JO ANVdINOO ATIGOWNOSOT “ADVUVD JIapLly IAP *FULSSILY UIAIDD [ 132 ] ieee Ve mn Ou Gliese ol toe GO MP AW -Y (69 eased 23¢) ACIL HDIH ONINNG ‘AXSYAL AAN “ALIO OLLNVILV “YTVMAGYVOd AYN AO AGIS YAGNN [ 133 ] RAWMOMD GOWN CRED Ee i Ee Oi sey ay. SATId.ALAYONOD GNOWAVYA NO LTING SINOT “LS “ONIDTINd ANVdINOD DV ‘SOU* SIA ee OTS oS ie oe [ 134 ] Tee avis e Nel on Ca Ouy Gee iel ft CO MPAA NY AYOA MAN SAMd ALAYONOD GNOWA VHA NO LTING ‘AGNV'ISI SITTA ‘NOILLV.LS LNVUDINNI ‘S “A “1V.LIdSOH ‘quauizivdad NAnsvardy, *S°Q ‘poapmoap Buisiasagngy ‘soj\v] vouy sauvys [ 133 ] R-AiY M OD) GO NiGIR EE Pi eG OUV Tea nays SATIld ALAMONOD GNOWAVA NO LTING SIONITII ‘SINOT “LS LSVWA “AOIIAO LSOd -yuaupapgaqg NansvaayT “SQ “JIaqyIAP Bursiasaqns ‘sojkv yy, xouy soup [ 136 | TR As yale Lee GOs Calcio) eas Tels Be COM: PAWN. Y. SATMd ALAYONOD GNOWAVY NO LTINd WYOA MAAN “GNV'ISI SITTA ‘NOILV.LS LNVUYDINNI 'S ‘N ‘AYOLINYOd GNV WOOY ADVOOVA ‘quauqzspgaqg Kansvady “*S°Q “yoaqI4p Buisinasagng ‘sojtvy xouyy sawp Maya RAYMOND “GON CRE er ee eke GO Manse CLL aBed 99 ) ONIId LHAHS ALAYONOO [ 138 ] Re haTOIN ROO GiotsiGh tLe’ C OM PANY r = a t g CLL aBed 296 ) NOLLONU.LSNOD YACNN ‘ODVDIHO ‘ANVdINOO YA.LSAAYVH TVWNOLLVNYALNI YOA GVAHNING ALAYONOOD AAAN JO ASIA TWYeANAD 39" | RAYMOND? CON Gavia Eagles 2G OAViiieriuvey, (LL ®Bed 29g ) ODVOIHD ‘ANVdWOOS Ya.LSAAYVH TWNOLLVNYALNIYOA GVAHNING ALAYONOOD AAN JO STIVAA SSAULLAG FLAYONOO GAOYOANIAY Mant i [ 140 ] REetetO ND GOW CRE Rik COMPANY Sa1ld ALAYONOD GNOWAVY NO LIN ODVOIHO “IOOHOS TINENNYL qd TY IA ‘sury4ad “H °d [ 141 ] RAY MON D CON CRETE PIIGE COM Peay SAIMId ALAYONOD GNOWAVHU NO LING AYOA MAAN “CGNV'ISI SITTA ‘NOILV.LS .LNVUDINWI ’S ‘N ‘GUYVA ANVSNI ‘quauiapgaq KAnsvaay, “SQ “qoapipoap Buist2zs4aqns ‘soj\o] vouy sawpvs [ 142 ] Re aLOWN Dae. OfN Givi Whe Blt EC O MP ANY SalId ALAYONOD GNOWAVY NO LTING ODVOIHO ‘ONIGTING AOOSIME- TIAA XVN 12 09¥OIH9 -Jo9Stug-- TUAXYW "SJIIP IAP “Masuaf 4 IIpUNn TY “aunty [ 143 ] RAYM ON DY GOW CRE REAL Re GO Vira er SATId ALAYONOD GNOWAVYA NO LING ONO “LA 0077 *VINIDYUIA LSAM “VAONAXN “LONAVIA AVAATIVY NYALSAM ® WIOJYON ‘daauibug fay) “pyranyd Ze spy.) [ 144 ] TE EaNOWNEDIRG OW CR besiae PLE COMPANY SAlId ALAYINOD GNOWAVYA NO LTINd HDUNAS.LLd ‘WUVd TIVESSVE ANODVAT TWNOILVN ‘GNV.LSAGNVYS yoaqyoap “AL “4ywevaT “YY =) [ 145 ] RAY=M:O°N D> COW GREE Pisin GOVE MeN aya SAlId ALAYONOD GNOWAVY NO LIING SIONITI “THNYVS LNNOW ‘GVOUTIVY YNOS DIG ‘SdOHS UV “MIDULB UST ‘FUDISADL) UVI7ILAL << fin, CSL re = [ 146 ] Riv ONDS GON CRETE PILE COMPANY Sa1ld ALAYONOD GNOWAVYA NO Lind ODVOIHD H.LNOS “IOOHOS HDIH NAHMOd [ 147 ] RAYMOND) COW CR Eee fie Ee GO Mia Adve SATId ALHAYONOD GNOWAVY NO LTING SNVATHO AVAN ‘ANVdWOO OV ATND “ONICGTING ALAYONOOD GAOYOANIAY "AIDULEUT ‘4IISIT “HM ee Bieter > SS fi pee = Md ee pee | | MZ |b 1 MZ aan. H [ 148 | RelaOW Die ON Giurel= ha PLE Ee’ CO ME AINCY. if | ee EI I A REE Architect. Almirall, Los Raymon BROOKLYN BUILT ON RAYMOND CONCRETE PILES ir PUBLIC BATH NO. ITAGY