ee ah a cea OR ae S B) i a a i Tie 2 - © re a a, Be Se, a ene —— ~ oo rns haan A ‘7 os . x a ee en eae thaw “am wage LIER oe 8 es a ek a ‘ Pato Ds ey 7) aY le) ‘ eek. r a A % me 7 *. a . > 4 b 3 > Gh cae at Sw Ss ee = WK we . ee ed a ee oe mas ey ee we 7 rs oe Sel) ts. baked Preto o ‘4 2 Pey Pes - — ere ern ee er awh nai aet te intl d a tasted 06h waht bitte bt tehaiad athe te \ hate when Be ib i baelel get oe _— a or a a al lade eo eee Ss} ers ame. = as + a < S vert om y BV Ls S954 Ce rs Prt g a ul ae ye qed pie eolers L An ay a KG a Lp * cm, Gs Cy ee er - er ee or 5 U seks 1 Se hy toe a r s ro mo PT ea barat Pr a ee oe re 4 oa cr ee Pere eee ent wv PS > * b ee es BD oe ah he me is wy a ae ee Cr Aepeg tee THE KANSAS CITY BRIDGE. 2 © AT OC a I7 A WTC Ni INS) Fg View from D. Van Nostrand Publisher, the THE KANSAS CITY BRIDGE, WITH AN ACCOUNT OF THE REGIMEN OF THE MISSOURI RIVER, AND A DESCRIPTION OF METHODS USED FOR FOUNDING IN THAT RIVER. BY O. CHANUTE, Cuizr EncInerr, AND GEORGE MORISON, Assistant ENGINEER. ILLUSTRATED. NEW YORK: D. VAN NOSTRAND, PUBLISHER, 23 Murray STREET AND 27 WARREN STREET. 1870. — Ty. A} ~ qa S { Entered according to Act of Congress, in the year 1870, by D. VAN NOSTRAND, in the Office of the Librarian of Congress, at Washington. 1 LABILE OF CONTENTS, CHAPTER I. paca HISTORY OF THE PROGHOR sic ie cdi deb ee ec bye teens ch gacese heehee idec nde 9 CHAPTER II. CHARACTER OF THE WORK. ...............ccccceeccccccaccccacee cnet enn t tas tbbntbe cesses cee. . 19 CHAPTER III. POUNDATIONB ji wih ccabeesccceyeecetaug paedeesestonsacudsons ences setbiwdsgecics daiveca ine ccscce 33 CHAPTER IV. MASONRY, .......:ccccesccecsccccceneccussuvacasnecesecccceeasganacedesgnectesicriwesews ower cee. "3 CHAPTER V. BUPERSTRUCTURBG. «. 0.0. j oc cee bc ccnea dec Yee evecen ten eepesiih cl cshd viescs ececeeluc escccti.s 78 CHAPTER VI. OUTEID... 0. gees c erst cscs sense tens ees tson gauges UEte brs lcbd dan dtegevberccs) cb bb eet 93 CHAPTER VII. OALCULATED STRENGTH... iececcs fect bs ee eS fottees 96 CHAPTER VIII. OOST OF THE WORK... 00.24 bee ok Sid des tag bee YG EEA ade 4 by eet ee ped 115 APPENDI&.. A.—EXTRACTS FROM THE CHARTER OF THE KANSAS CITY, GALVESTON, AND LAKE SUPE- RIOR "BB! 00... capes eR ER Oh OBER a ec a 128 B.—CHARTER OF THE KANSAS OFTY BRIDGE 00) 3.0 0 6. seca eck one baw bes baw bun base baa oe? 125 6 TABLE OF CONTENTS. PAGE C.—ACT AMENDING THE CHARTER OF THE KANSAS OITY, GALVESTON, AND LAKE SUPE- RIOR: Bi Te OOo vie ein weeding bhpe WTAE Gas bad yee vt +b Ama een ey Ly eees eR EA 8 128 D.—TRAFFIC ON THE KANSAS CITY BRIDGE, FROM JULY 13, 1869, TO FEBRUARY 28, 1870... 180 H.-- TABLES: GEUATPING TO -PINR Noe Gis ccs sy ody. dee ou beta vases eeertaeee ves cabs cay pened eye eaeen 132 F.—TABLES OF STRAINS IN THE FIXED SPANS........... 0. cscs ese ceee eee eneeenees EQoeressernst 136 G.—TABLES OF STRAINS IN THE DRAW...........00e0005 ee Rites PN SK P Ia sh R Ee Ky geen es tees 138 EH--LIST OF PERSONS EMPLOVED.......scsccsuvessssecesvenpyecnrccrenvenevednenseuggybecens . 139 ILLUSTRATIONS. VIEWS. VIEW OF THE KANSAS CITY BRIDGE, AUGUST 2, 1869. ..... occ cece cence FRONTISPIECE. LOWERING CAISSON No. 1 INTO POSITION 20... 0. ccc ccc ccc cece ce cece cceuceueececces Pace 37 CAISSON FOR PIER No. 4 BROUGHT INTO POSITION. ...... 0... ccc ccc cc ccc cee cccceeccccecee oT VIEW OF FOUNDATION WORKS, PIER No. 4..........,... pin cieb eos pee sce ais'elee's tiie d comets apes 63 PEBR Now 10c.. cscs seen es Bereta ne eee oeb S88 ne piedine 6 SB eee ce acnploie suet ie.4 avore eh dis » oi eeleupid pis es 75 PLATES. 1.—MAP SHOWING LOCATION OF BRIDGE. Il.—WATER RECORD—CROSS SECTION OF RIVER—PROFILE OF CROSSING--PONTOON PRO- TECTION. TIL—WATER DEADENER—CAISSON No. 2—FOUNDATION WORKS, PIER No. 3. IV.—FOUNDATION WORKS, PIER No. 4. V.—FOUNDATION WORKS, PIER No. 4. VI.--CAISSON No. 5—SHEET PILING AT PIER No. 6—DETAILS OF DREDGES—PILE SHOE— BETON BOX. , VIT.—MASONRY—DRAW PROTECTION—FALSE WORKS BETWEEN PIERS 3 AND 4. VIII.—FLOATING DERRICKS, IX.--GENERAL ELEVATION—176 FEET SPAN. X.—248 FEET SPAN. XI.—PLANS OF DRAW. XIL.—STRAIN DIAGRAMS. ERRATA. PNA cert Page 14, line 10, for equivalent read equipment. 95, 105, the lines A B and A D, in Fig. 3, should be parallel with the corresponding “ 22, “ inpinging “ impinging. “ 31, “ gates “gate. *. 81, © work * rock. *« 20, “ bottom * batter. BP Be ee At eB * 11, “the pier “this pier. «31, * 90 «90, “ 621, “ basis “bases. « 20, * end “ rod. “ 18, “ walls “wells. * 18, “ and “area, “6, * support «supports. *: 29, “ stood ** chord. 6 A Jand *. band. lines in Fig. 4. 106, line 16, for se read £X2:5 | 106, 107, 109, 112, 112, 61.5 cc ce é ce é 23,“ o 246 6 cc é 6 é ao 246 “9, read — M + 34.3 = 463500 pounds. 36 17, 6 - == 16607 — 2080 x. n uv 28, “ w= 480, w’ = 560 and 1/—= 290.5. CHAPTER TI. HISTORY OF THE PROJECT. Tux Missouri River has long been known as so turbulent and unstable a stream, that it was considered by many of those best acquainted with its character, as almost incapable of being bridged. The successful completion of the first bridge across this river, and the novelty of some of the methods adopted for putting down its foundations, especially that introduced at Pier No. 4, which is believed to be capable of considerable extension in similar works, have therefore excited such general attention and inquiry, as to make it seem desirable that some record should be published of its construction. It is admitted that many of the plans were very different from those which, in the light of present experience, it would be wished to adopt; but it is believed that a narrative of the difficulties and temporary failures on this pioneer work, may prove more interesting and instructive than would be the account of the more matured plans of a second undertaking. The movement which led ultimately to the building of the Kansas City bridge, dates from the incorporation of the ‘ Kansas City, Galveston, and Lake Superior Railroad” by the State of Missouri, in 1857. This high-sounding title, and the extent of the enterprise, which contemplated some 1,500 miles of railroad, occasioned a great deal of merriment in the Legislature, especially as but 129 miles of the scheme lay in Missouri, within the jurisdiction of the body granting the charter, and it was also understood that the projectors would, for the present, be satisfied with the building of 52 miles of the line, as a branch of another railroad. But the enterprising citizens of the then infant Ofty of Kansas, which perhaps contained at that time some 2,000 inhabitants, proved wiser than those who laughed at their plans, and they now have the satisfaction of seeing sub- 10 THE KANSAS CITY BRIDGE. stantially the same road in the course of rapid execution from the Gulf to the great lakes. In 1860 a contract was let for building that portion of the road extending from the town of Cameron, on the Hannibal and St. Joseph Railroad, to the Missouri River, opposite Kansas City. Although one provision of this charter, extracts from which will be found in Appendix A, authorized the bridging of all navigable streams within the State (the Missouri being the only river to which this clause could possibly apply on the line above mentioned), yet it was considered so formidable an. undertaking, that no steps whatever were taken towards building a bridge, and the line was located parallel with the north bank of the river, through Harlem, a village opposite Kansas City, thence extending in a north-easterly direction. A good deal of work was done, and some $200,000 expended ; but the breaking out of the civil war put an end to all active operations in the spring of 1861, and for the next five years the project slumbered forgotten in the strife which desolated the border between Missouri and Kansas. In the year 1865 a charter was obtained from the Legislature of Missouri, for a carriage and railroad bridge at Kansas City, a copy of which will be found in Appendix B. This movement, however, was mainly speculative, and the corporators, having failed to interest the necessary capital, never organized under it, and merely held the charter as a ready means of benefiting the town by giving it to any parties willing to undertake the construction of the bridge, should circumstances ever render such an undertaking probable. In the following year, the Kansas City, Galveston, and Lake Superior Railroad, which had now been revived, and whose name was at about the same time changed to the ‘‘ Kansas City and Cameron Railroad,” had its charter amended so as to invest it with like privileges as to bridging the Missouri, to those belonging to the Kansas City Bridge Company. A general Act of Congress was approved on the 25th day of July, 1866, authorizing the construction of bridges across the Mississippi River at Quincy, Burlington, Hannibal, Prairie du Chien, Keokuk, Winona, Dubuque, and St. Louis, which by a special clause was made to apply to the Missouri River at Kansas City. THE KANSAS CITY BRIDGE. rk The restrictions and conditions of the bridges becoming post routes (except for the St. Louis bridge), and the clause applying to the Missouri, were as follows : . * * * * * * * * * * * * Suc. 2. And be i further enacted, that any bridge built under the provisions of this Act, may, at the option of the company building the same, be built as a drawbridge, with a pivot or other form of draw, or with unbroken or continu- ous spans ; provided, that if the said bridge shall be made with unbroken and continuous spans, it shall not be of less elevation, in any case, than 50 feet above extreme high-water mark, as understood at the point of location, to the bottom chord of the bridge ; nor shall the spans of said bridge be less than 250 feet in length, and the piers of said bridge shall be parallel with the current of the river ; and the main span shall be over the main channel of the river, and not less than 300 feet in length ; and provided also, that if any bridge built under this Act, shall be constructed as a drawbridge, the same shall be constructed as a pivot drawbridge, with a draw over the main channel of the river at an acces- sible and navigable point, and with spans of not less than 160 feet in length in the clear on each side of the central or pivot pier of the draw, and the next adjoining spans to the draw shall not be less than 250 feet ; and said spans shall not be less than 30 feet above low-water mark, and not less than 10 above extreme high-water mark, measuring to the bottom chord of the bridge, and the piers of said bridge shall be parallel with the current of the river ; and pro- vided also, that said draw shall be opened promptly, upon reasonable signal, for the passage of boats whose construction shall not be such as to admit of their passage under the permanent spans of said bridge, except when trains are passing over the same ; but in no case shall unnecessary delay occur in opening the said draw, during or after the passage of trains. Sno. 8. And be it further enacted, that any bridge constructed under this Act, and according to its limitations, shall be a lawful structure, and shall be recog- nized and known as a post route ; upon which, also, no higher charge shall be made for the transmission over the same, of the mails, the troops, and the munitions of war of the United States, than the rate per mile paid for their +2 THE KANSAS CITY BRIDGE. transportation over the railroads or public highways leading to the said bridge. * * * * *% * *% % * *% * % Suc. 10. And be tt further enacted, that any company authorized by the Legislature of Missouri, may construct a bridge across the Missouri River, at the City of Kansas, upon the same terms and conditions provided for in this Act. * * *% * *% * *% % * * * *% It was early decided, that the alternative clause authorizing the construction of a pivot drawbridge, would be the proper one to adopt for Kansas City. The topography of the river and its banks is such as to confine the choice of a point of crossing opposite the town within narrow limits; while just above, between the Bluffs and the Kansas River, spreads out a flat bottom land, the natural point of connection and exchange between all the railroads centring at this city, occupied by them at an early day. A high bridge crossing would have made it impossible to reach depot grounds, or connect with the other roads on this bottom, without the use of gradients of 90 or 100 feet per mile, and a drawbridge, requiring an elevation of only 10 feet above high-water mark, was accordingly selected. The provisions of the Act of Congress, concerning drawbridges, were mainly framed to apply to the Mississippi River, and when extended to the Missouri, some of them could seldom be safely complied with to the letter. Thus the requirement that the spans adjoining the draw should be 250 feet each, designed to accommodate the immense rafts which float down the comparatively tranquil current of the Mississippi, becomes useless in the Missouri, whose turbu- lent torrent forbids the handling of any rafts, save those composed of a few cotton-wood logs, run down along the shore a few miles to the nearest saw- mill. Besides, as at almost every point where a bridge would be likely to be attempted, the channel of the Missouri lies close to one of its shores, the attempt to place spans of 250 feet on each side of the draw would result either in locating one leg of the draw beyond the main channel, or in building one of the 250 feet spans partly over dry land. This alternative was presented at Kansas City, and it was deemed that the placing of the draw in the best possible location over the main navigable chan- THE KANSAS CITY BRIDGE. 13 nel, was the chief requirement, and the adjoining spans were arranged, as here- after stated, to conform to the local circumstances. The length of the spans of the draw, which was fixed by the Act, was also intended to meet the requirements of the large tows, composed of steamboats and barges, which ply on the Mississippi. But on the Missouri River there are no tows, the rapidity of the current, and the many snags to be found in the stream, rendering the towing of barges hazardous, and having thus far caused the failure of every attempt to introduce them, so that a narrower draw might have answered the requirements of the boats navigating this stream, which are moreover smaller than those running on the Mississippi; yet in view of the extreme swiftness of the current during floods, and of the difficulty of holding a boat at such time perfectly true to her course, this requirement of the law may be deemed a prudent one, and the spans of the draw of the Kansas City bridge were accordingly made each a little over 160 feet in length in the clear. In 1866, the Kansas City and Cameron Railroad being fully reorganized, with Mr. C. H. Kearney, of Kansas City, as president, obtained additional sub- scriptions and set about to seek aid and a connection with the Hannibal and St. Joseph Railroad. A curious accident, which occurred in connection with this road, showed on how slender a thread sometimes hangs the fate of infant pro- jects and communities. Even before the war, a strong rivalry existed between Kansas City and Leavenworth, the latter city being located on the same bank some 25 miles up the river. Both had begun railroads to Cameron, both had temporarily abandoned their enterprise during the war, and both sought the aid of the Eastern capitalists controlling the Hannibal and St. Joseph Railroad, to revive them. Leavenworth, which had enjoyed a large and prosperous trade during the war, in consequence of being near an important military post and fort, was earliest in the field, and when Kansas City heard of it, had all but closed a contract for the necessary aid with the Eastern capitalists. A very few days more and it would have been too late; every thing would have been arranged, and the road and bridge built to Leavenworth, which city would pro- bably have been enabled completely to crush her rival. Immediate personal appeals and propositions brought about a suspension of a final judgment, until the claims and merits of the two schemes could be investigated. 14 THE KANSAS CITY BRIDGE. This was done by Mr. James F. Joy, himself, who as president or chief manager of the Michigan Central, Chicago Burlington and Quincy, Hannibal and St. Joseph, and other roads, was at that time preparing to have bridges built across the Mississippi River both at Burlington and at Quincy. He visited personally Leavenworth and Kansas City, decided that the latter was the best point to reach, and that a bridge must also be built to make the road of value, Arrangements were therefore entered into between the Kansas City and Came- ron and the Hannibal and St. Joseph Railroad companies, by which the capital interested in the latter and connecting lines of railroads, agreed to furnish the iron and equivalent for the new line, and to build the bridge at Kansas City. The entire property of the Kansas City and Cameron Railroad was assigned to Messrs. James F. Joy, Nathaniel Thayer, and Sidney Bartlett, as trustees, and the work was carried on to completion under the fiduciary charge of these gentlemen, Mr. Joy remaining throughout the chief manager of the enterprise. On the 30th of November, 1867, the railroad was completed from Cameron to the north bank of the river opposite Kansas City, and from that date until the completion of the bridge in July, 1869, the road was operated, as a branch of the Hannibal and St. Joseph Railroad, freight and passengers being trans- ferred by ferry. A preliminary survey and report on the bridge site had been made in August, 1866, by Mr. M. Hjortsberg, Chief Engineer of the Chicago, Burling- ton, and Quincy Railroad, and on the 7th day of February following, Mr. Chanute took charge of the work as chief engineer of the bridge, under an ap- pointment from Mr. Joy, and from that time until its completion the work was steadily prosecuted. Owing to the novelty of the work, and the difficult nature _ of the foundations, no trustworthy contracts could be let for them at that time, and it was determined that the company should do the subaqueous part of the work itself. Pile-driving was begun on the north ‘bank of the river on the 27th of February, but early in April, operations at the bridge site were interrupted by high water, and could not be resumed before the 1st of August. These spring and summer months were not wasted, but used to advantage in the preparation of a suitable outfit, and in building upon the shores the caissons and cribs afterwards used in the construction of Piers 1 and 2. THE KANSAS CITY BRIDGE. 15 Kansas City at that time was almost on the frontier ; there was but one small foundry and machine shop in the town, while not a barge suitable to carry stone could be found on the river. Special tools had also to be designed and erected, which, however simple and obvious they may seem now, caused the engineer no little thought and anxiety. A steamboat was also found necessary to tow the barges, and for this purpose the steamer ‘‘ Gipsey ” was purchased in Wheeling, and brought to the bridge site ; eight flat-boats were built, and two small ones purchased ; pile drivers, derricks, and dredges built, and a dismantled building, situated near the bank of the river, half a mile above the bridge, was bought and converted into a machine shop. The contract for the masonry was let on the 23d of February, 1867, to Messrs. Vipond & Walker, of Kansas City, and the quarrying of stone was begun forth- with. The corner-stone of the south abutment was laid on the 21st of August, 1867, with appropriate festivities, and the last stone was laid on the 5th of May, 1869, when the completion of Pier No. 4 finished the masonry of the bridge. A contract for the superstructure was closed with the Keystone Bridge Company, of Pittsburg, on the 22d of November, 1867, and under the direc- tion of that company this portion of the work was carried to completion. The timber used in the false works, and in the trestle for the northern approach, was mostly native oak lumber, and obtained in small contracts from time to time, whenever needed. Contracts for the grading of the southern approach, and for several unimportant parts of the work, were let during its progress ; but, with the exception of the masonry and superstructure, the bulk of the work was all done by the Company. The draw was swung on the 15th day of June, 1869, the first engine cross- ing the bridge ten days thereafter, and the bridge was publicly opened on Saturday, July 3d, 1869. The period of two years and a half, thus consumed in the location and construction of this bridge, had brought about great changes in its immediate vicinity. The population of Kansas City had increased from 13,000 to 30,000, and from being little more than a way-station on the Missouri Pacific Railroad, it had become an important railway centre, from which no less than seven lines 16 THE KANSAS CITY BRIDGE. of railroad were in full operation, while several more were projected. Though the bridge was originally built only for the use of the Kansas City and Cameron Railroad, seven months before its completion the west branch of the North Missouri Railroad had been finished to Harlem, and this company had made arrangements to run over the bridge, while the Missouri Valley Railroad had been extended from its former terminus opposite Leavenworth to the same point, so that the bridge became at.once, not only a link in the line of rail- roads extending from Chicago to the South-west, but united the railway system of Northern and Southern Missouri and Kansas at a common point, near the boundary of the two States. On the south bank of the river, the Kansas Pacific Railway, starting from the State line at Kansas City, had been completed 405 miles, nearly to the eastern boundary of Colorado. The Missouri River, Ft. Scott, and Gulf Railroad, a line intended to occupy a part of the ground embraced in the original scheme of the Kansas City, Galveston, and Lake Superior Railroad, had come under the management of the same interests which built the Kansas City and Cameron Railroad and the bridge, was already in operation for about 50 miles, and has since been extended to the south line of Kansas. These with the Pacific Railroad of Missouri, and the Missouri River Railroad, which were operated as one line from St. Louis to Leavenworth, made up the list of seven railroads in operation to Kansas City, while steps were being taken, and subscriptions obtained, for another eastern outlet, to connect with the lines controlled by the Pennsylvania Railroad, by way of the town of Louisiana on the Mississippi River ; for the Kansas City, Springfield and Memphis Railroad, and for the Kansas City and Santa Fe Railroad, a line designed to tap the business of the Leavenworth, Lawrence, and Galveston Railroad, and to extend into South- western Kansas, which is now in process of construction. The completion of the bridge united the three railroads on the north and east side of the river with the four on the south and west, made Kansas City the convenient point of exchange for all business going south-westerly, and gave it such commercial importance as wellnigh to justify the boast of its sanguine citizens, that it was destined to become the metropolis of the South-west, It had been the wish of the people of Kansas City that a separate carriage- THE KANSAS CITY BRIDGE. way should be connected with the bridge, and in order to secure this they were prepared to make some concessions. As it would have been desirable to carry both roads at the same level, the cost of both the masonry and super- structure would have been considerably increased thereby ; it was, however, considered that as the bridge was but 1,400 feet long, and could be crossed in five minutes by a team, or in two minutes by a train, no very great trouble need be apprehended, with proper police regulations at the ends, in admitting each traffic alternately upon one floor, and it was accordingly decided to lay down a Nicholson pavement upon the bridge, which was in con- sequence made 18 feet wide in the clear, and to throw it open to carriages at all times, except when trains were to pass. All the foundations were, moreover, put in for a double-track bridge, so that it can be widened whenever the traffic becomes so great as to require it. This arrangement, which was not adopted without some misgivings, has thus far been found to work perfectly well. Not the slightest accident has occurred in consequence ; and the delay to trains or teams, from finding the bridge occupied upon approaching it by each other, has proved trifling and unimportant. Some idea of the large business done over the bridge, from the very beginning, will be formed by examining the abstract of its traffic for the first seven and a-half months, given in Appendix D. The chief anxiety of all parties concerned in this work was so to locate and build the bridge that it should form the least possible obstruction to the naviga- tion of the river, and prove as little objectionable as possible to the steamboat interests. It was felt that, whatever other mistakes might be made, the channel must be kept clear, and boats be enabled to pass and repass at all times, with- out danger or difficulty. This was the intention. It is hoped and believed that it has been fulfilled, for thus far not the slightest accident has occurred to any | boat in passing the bridge. or two years steamers of all sizes havé gone up and down, at all stages of the water, passing the piers and works in progress. After the completion of the bridge, at the suggestion of some gentlemen con- nected with the steamboat interests, a timber dock or shore was provided above the bridge, by swinging a series of pontoons above and in line with the southern pier, to enable boats to drop down along their sides in very dark or windy weather; but although this was only completed and put in place late in the 3 18 THE KANSAS CITY BRIDGE. season of 1869, boats passed through all that year without material trouble or delay. This gratifying result must, in great part, be attributed to the care, reason, and justice of the men navigating this river, and has happily avoided the disputes and accidents which have attended the erection of the first bridges across some other of our large rivers. ne mh : Re hs ee CHAPTER II. CHARACTER OF THE WORK. Tue circumstance which gave the most interest to this work, was the fact of its being the pioneer bridge across the Missouri River, and to the distinguish- ing features of that river the chief difficulties of the undertaking were due. Of the three great tributaries of the Lower Mississippi, the Missouri is at once the largest, the wildest, and the least known. The Ohio, draining the eastern slope of the Mississippi basin, flowing through a well-settled country, between high banks, over a hard and undisturbed bed, has long proved a most serviceable stream for navigation, and offers no peculiar difficulties to the bridge- builder. The Upper Mississippi, rising among the plains of the central valley, and flowing for its whole navigable length through a low bottom land between the high bluffs which mark the level of the surrounding country, has in general a sandy and somewhat unstable bed ; but its light fall and easy current render it a good river to navigate, while its regimen is sufficiently fixed to make the task of bridging more properly one of magnitude than of special difficulty. The Missouri, drawing its source from the eastern face of the Rocky Mountains, and flowing with a rapid descent down the westerly slope of the great basin, unites within itself all elements of unstableness and irregularity, combining the impetu- osity of a mountain torrent with the volume of a lowland river. The navigable length from Fort Benton to its junction with the Mississippi, is computed by the river pilots at about 8,150 miles, and the area of its drainage is given by Humphreys and Abbot as 518,000 square miles, or more than one-third greater than the united basins of the Ohio and Upper Mississippi. Owing to the light- ness of the rain-fall on a large part of this district, the mean annual discharge is far from being proportionate to the extent of the drainage, and the overwhelm- ing floods of exceptional years must be taken as the real examples of the size of 2() THE KANSAS CITY BRIDGE. the river ; but its greatness is also shown by the character of the water, filled with a light sand brought from the disintegrating rocks among the mountains, by the strange geological mixture found in the gravel and pebbles below its bed, and by the annual summer floods which come in their greatest violence when other rivers are on the decline. The chief tributaries of the Missouri are the Yellowstone, the Platte, the Kaw or Kansas, and the Osage—the two latter being prairie streams of irregular supply, and the two former, like the upper river, deriving most of their water from the mountains, Hach of these rivers has its own characteristics and pro- duces its distinctive freshets. The Yellowstone unites with the upper river to cause the summer flood ; the Platte usually pours out its water+a little earlier in the spring ; while the freshets of the Kaw and the Osage are of less regular occurrence, and dependent largely on local rains. A combination of these freshets, the waters from the melting snows among the mountains being supplemented by heavy rains in the lower countries, has produced the great floods which occur at long but irregular intervals, the last of which took place in 1844. This flood, the only great flood of which we have accurate information, sub- merged the entire bottom land below the mouth of the Kaw, and has been re- garded by the settlers as an event too terrible to occur a second time ; but Indian traditions mention other floods of similar character, one of which, occurring towards the end of the eighteenth century, probably in 1785, is said to have con- siderably exceeded that of 1844. In many matters of topography the Missouri resembles the Upper Missis- sippi, while it is substantially identical in these respects with the lower river. Its course lies through a low alluvial deposit of bottom land enclosed on each side by bluffs. The distance between these bluffs varies from a mile and a half to 15 miles or more, the bluffs being generally highest, most rugged, and con- taining the greatest quantity of rock, when they approach most nearly together. For about 500 miles from the mouth of the river, or nearly to the southern boundary of the State of Nebraska, the bottom land, except where artificially cleared or where its width is very great, is covered with a heavy growth of timber, the cotton-wood being the most common tree, while the sycamore, black walnut, and several varieties of oak and elm also abound; farther north THE KANSAS CITY BRIDGE. 21 the timber becomes more scarce, and a large part of the bottom land is open prairie. The average elevation of the bottoms is a few feet above the ordinary high-water level, but below the range of the extreme floods of exceptional years. The river winds to and fro in a circuitous course between the bluffs, with little apparent regularity—the width from bank to bank, measured between the wooded or grass-grown shores, varying from 300 to 1,500 yards, and averaging about half a mile. At low water the channel contracts within much smaller limits, becoming reduced to 600 or 700 feet, and leaving the remaining width a dry and desolate sand bar. The usual fall beimg from 10 inches to a foot in the mile, the current is very rapid, varying with the different stages of water, in an ordinary season, from three miles an hour to eight. The bed of the river, the sand bars and the substratum of the bottom lands are composed partially of sand and partially of a fine silt, having a specific gravity little greater than that of water* ; a con- siderable quantity of this silt is always held in suspension by the water, and the current, when strong, moves the combined silt and sand with surprising rapidity. The current is most violent during a rise in the river, and the velo- city is dependent on the suddenness of the rise, the level of the water being raised from above, and the surface slope thereby temporarily increased. On these occasions the current is often strong enough to deepen the channel 20 feet in a single day, and if impinging on a low bank, to cut several yards into the shore in a single hour. There is a local saying that the Missouri has a standing mortgage on the entire bottom land from bluff to bluff, and the farmer on the Missouri bottom often learns to his sorrow, by the loss of his farm, that real estate is not always immovable property. The water of the Missouri is found by analysis to contain less solid matter in solution than is found in the water of any other important river of the continent ; but it always holds a large amount of silt and fine sand in suspen- * The weight of one cubic foot of different varieties of Missouri River sand and silt was found to be as follows : Coarse sand, dry, 108 lbs., saturated, 132 Ibs. Fine sand, ‘ 101 Ibs, fs 125 Ibs. Silt, Ot 87 Ibs., te 110 lbs. Silt, very fine, ‘ 77 lbs. 22 THE KANSAS CITY BRIDGE. sion, which, originally emanating from the Yellowstone and the upper river, is from time to time deposited on tie bars and again picked up, till it has finally been carried the whole length of the stream and left to form the bars and delta below New Orleans. Portions of the deposits remain undisturbed for centu- ries, forming the foundation of timber land and perhaps farms ; but many of them are of the most temporary nature, swept away and replaced several times in a season. The cnaracter of the deposit also varies materially with different floods ; sometimes it is almost entirely a clayey silt. while at others, especially if the flood be a violent one, it is largely composed of heavy sand. Below the silt and sand there is found a layer of coarse gravel and loose stones of varied geological character, and containing occasional relics of animal life. This gravel deposit is a collection of the coarser portions of the annual flood deposits, which, from its greater weight, having been moved but slowly by the current, has in time settled to the lowest limit of scour ; it is only found at considerable depths, and is almost entirely wanting in those parts of the stream where the bed rock is frequently swept bare. The water is most nearly clear during the low water of the winter, and especially when the river is frozen ; it is muddiest during the summer flood, when a thickness of half an inch of water becomes a perfectly opaque screen. Such an amount of solid matter can only be kept suspended when in rapid motion, and is at once deposited wherever the current slackens ; hence it usually happens that, while the river is cutting away the bottom lands on one side around a bend, a sand bar is forming on the other ; and after the flood the channel will be found to have changed its position, while its width remains nearly the same as before. The very violence and power of the river thus | confine it between narrow banks, and become the masks of its real size, quickly converting any slack-water into dry land, limiting the width to that actually required for the discharge, and depriving the Missouri of such large areas of calm still water as those which add so much to the beauty and apparent size of the Upper Mississippi. For the same reagons the ‘travelling sands ” usually _ observable in rivers with sandy bottoms, and which have been described at length by writers on the Mississippi River, play a much less active part in the Missouri, as their existence demands a sufficient width of river to allow the THE KANSAS CITY BRIDGE. 23 whole discharge of water to pass in a shallow stream over the crest of the sand bar ; they undoubtedly occur in this river, but are confined to straight reaches of the stream, where the channel is broad and but poorly defined, and to seasons of high water ; while their action is slow and unimportant compared with the violent wash and scour on the curves or where the current is rapid. When the river cuts into a timbered part of the bottom land the destruction of the bank lets the trees fall into the water; they usually remain for a short time, seldom as much as a day, at the spot where they fall, forming a temporary pro- tection to the bank and causing local irregularities in the channel ; but they soon become free and float down the stream till caught by some obstruction in the bottom; here they soon lose their leaves and smaller branches, and unless set free by the rising water or by the loosening of the obstruction which entangles them, they remain fast and form the snags which so greatly impede navigation. Besides the live trees washed into the river, every flood picks up a large quantity of loose timber and rubbish from the sand bars and low portions of the bottom land, the amount of drift which even a moderate flood brings down being very great. When the width of the bottom land is not more than two or three miles, the usual course of the river is to follow along the base of one of the bluffs till deflected by some obstacle, then to cross the valley to the other bluff, follow that for a short distance, and then return to the former side, thus pursuing a serpentine course, and alternately inpinging upon each bluff. The meander- ings of the river are then more marked and regular than in other streams ; the vein of strongest current can, generally be distinguished by a casual*observer, it crosses the stream diagonally in the straight reach between the curves, and is always strongest on the outside of the curves ; the river constantly washes the lower bank as it crosses the bottom land, and thereby impinges on the opposite bluff at a lower point than hitherto, so that unless held by natural projections in the bluffs, or other protection, the pair of reversed curves, resembling a large letter S somewhat flattened, and corresponding to the points where the stream leaves one bluff and where it strikes the other, by cutting away the bottom land and» forming fresh sand bars, are continually advancing down the valley.. When the bottom land has a greater width than two or three miles, the river is liable to 24 THE KANSAS CITY BRIDGE. turn back to the bluff it has left, before reaching the opposite one ; its course is in this case very irregular, and for more than 100 miles it will sometimes fail to cross the bottom land. Such is the case where the Missouri forms the boundary line between Iowa and Nebraska, the river keeping near the Nebraska bluff almost the entire distance. The most favorable location for a bridge is just below one of the great bends, especially if the current of the river there impinges upon a rocky shore. | Under these circumstances the bed rock, to which the foundations of the channel piers must in general be carried, is found at a comparatively small depth on the bluff side, while the piers on the opposite sand bar can often be founded safely without going to any very great depth ; a moderate stone protection above the bridge will also suffice to secure permanency of channel. The least desirable location is on a long straight reach, especially if bordered on both sides by the low alluvial banks of the bottom land. The bed rock will then usually be found only at great depth, and the current veins are very variable, making it necessary to found all piers at the full depth, and largely increasing the expense and complications of shore protections, as well as requiring a greater length of bridge. ‘Though the current is too strong to allow the Missouri to freeze directly across, the ice forms rapidly along the banks in cold weather, and a. single frosty night will suffice to fill the river with loose cakes of soft ice, which have broken off from the shores. Ii the weather continues cold, these cakes, rounded by constant attrition and increasing in strength and thickness as they — float, freeze to each other, and, finally jamming at some narrow or obstructed point, pack together, and close entirely across, sometimes gorging to the bottom of the river. At Kansas City the river usually closes in this way in December, and continues closed till February, when the ice is sometimes found to be as much as two feet thick; there is, however, little regularity about it, the river having, in some winters, remained open through the whole season, and in others closing and breaking up several successive times. The river is always low when frozen, and if the ice is left to rot by the warmth of the sun, unaccom- panied by rains, it breaks up quietly, and with a slow current ; the force of the shove, even in this case, however, is enough to do very serious injury to THE KANSAS CITY BRIDGE. 25 temporary works. But if the breaking up is caused by rains, it is accompanied by a sudden rise of several feet, a rapid current, and destructive gorges ; such was the case in 1867, when the ice broke up, on the 7th of February, with a sudden, though temporary, rise, and a current of six or seven iniles an hour. This behavior of the ice is not unlike that on all large rivers, while its movements are much more violent and destructive in colder climates than that of Kansas City ; the only danger to be apprehended: comes from the first five or ten miles of ice, as the rapid current and crooked channel soon break the larger fields into cakes too small to do much damage. The phenomena of the shifting channel and variable bottom were, on the other hand, in a large meas- ure peculiar to the Missouri, and the difficulties which they must cause under the most favorable circumstances, were augmented by the imperfect under- standing of them which existed; they had been made subjects of common report rather than of accurate observation ; they were well known to old settlers and to river pilots, but the Government Surveys, to which we are indebted for our best information concerning the Misissippi and its other tributaries, had not been extended to the Missouri. The isolated character of the location, nearly three hundred miles from any general markets or machine shops, and a very much greater distance from the manufacturing centres of the country, was an additional source of trouble, involving the construction of an equipment which could elsewhere be bought or hired in a few hours, and causing occasional inconvenience by delays in the arrivals of material ordered from a great dis- tance. * | As Kansas City is situated immediately below the mouth of the Kaw, the Missouri is there affected by all the floods of the upper rivers, the Platte, and the Kaw, but free from those of the Osage and the lesser tributaries below. The distance between the bluffs is here about two miles, but the course of the channel is somewhat complicated by changes in their direction ; the eastern bluff curves from its nearly north and south course to one bearing east and west; that which is the west bluff of the Missouri, a few miles above, becomes here the north bluff of the Kaw, leaving a considerable bottom land west of the city ; east of the town the southern bluff follows a tolerably regular course. The channel has continued for an indefinite time at the foot of the bluff, in front 4 26 THE KANSAS CITY BRIDGE. of the city, but material changes have taken place above. The shore line of 1826, the oldest of which any record remains, differed 3,000 feet from the present shore line, the river having been steadily cutting into the Kaw bottom, above Kansas City.* The effect of this cutting has been to diminish the angle at which the current impinges on the bluff in front of the city, so that in 1867 the current line had become nearly parallel to the shore line at this point, though somewhat divergent to the north, causing it to wear away the opposite shore a mile farther down. A further continuance of this abrasion of the Kaw bottom, must have resulted in so sharp a bend as to throw the current against the northern shore at or near the bridge site, and this change of channel would have been accompanied by the deposit of a sand bar in front of the steamboat landing, and eventually, by the formation of a new bottom land between the city and the river. A daily water record was kept during the whole progress of the work from January 1, 1867, to June 30, 1869.+ The surface of the water at the former date was taken as a datum height and called 100; this served as the bench to which all levels subsequently taken upon the works were referred. This eleva- tion may also be taken as the ordinary low-water level, though the extreme low- water mark is about three feet lower ; a stage of 97.4 was observed on the 24th of December, 1867, and the low water of 1860 was probably a few inches below this. The height of the great flood of 1844, the highest flood of which any authentic record could be found, was pointed out in several places by old resi- dents, the elevation of the water marks thus shown was carefully levelled, and the height of this flood referred to the datum line; the result of these observa- tions proved that the water then reached the elevation 134.29, showing a range of 37 feet three and a half inches between the extremes of high and low water. The highest flood which has occurred since took place in 1858; but the water then rose no higher than 122, falling more than 12 feet below the flood of 1844. The Missouri is subject to floods of greater or less magnitude during six months of the year, from February to July inclusive. The most violent of the early floods are to be attributed to the breaking up of the ice in the Kaw and the Platte, especially the latter; the others are due to local causes. In June * See Map, Plate I. } This record is given in profile on Plate II. THE KANSAS CITY BRIDGE. 27 comes the mountain rise from the upper river, which usually attains its greatest height early in July ; it is the most certain, and except on rare occasions the highest flood of the year. By the 1st of August the river has begun to subside, and it continues to fall, with few or no disturbances, till the low winter stage is reached. The best working season is from the middle of August to the middle of December, the winter work being made extra hazardous by the dangers from ice, and the spring freshets greatly curtailing the amount of work which can be done before the end of the summer. Observations taken to determine the speed of the current showed a mini- mum velocity in the channel of two miles an hour—this being in the early part of February, 1868, when the river was frozen and the water extremely low. The greatest velocity accurately observed was in April, 1867, being at the rate of 12.7 feet per second, or a little more than eight miles and a half an hour. As the speed of the current is largely dependent on the rapidity with which a flood rises, and as the river has been known to rise at other times and places much more rapidly than was observed at Kansas City during the building of the bridge, it is likely that the maximum speed is considerably in excess of that given above, and it may be as great as 12 miles an hour. The unstable condition of the river bottom was fully confirmed by sound- ings taken in the spring of 1867, at four successive times, from which cross- sections of the river were carefully plotted.* Changes continued to take place with equally marked effect during the two following years, but as their very frequency made each individual change unimportant no record was kept of the subsequent changes, beyond the soundings taken from time to time at the sev- eral pier sites and for special purposes. In selecting a location for the bridge, it was necessary not only to place it where it should best fulfil its commercial requirements, and to see that it formed as slight an obstruction to navigation as was possible, but also to locate it at a point where a moderate amount of artificial shore protection would suffice to hold the channel permanently at the draw. As the bridge was designed to accommodate the high way travel as well as the railroad, it was necessary that it should be opposite the city, and a very favorable location four miles below * See Plate IL _ 28 THE KANSAS CITY BRIDGE. had to be rejected. The location adopted is a few hundred yards above the public steamboat landing, and crosses the river at a point where the channel, after sweeping round the long curve above the town, is still close to the Kansas City shore. The southern bank is here a rocky bluff, and rock was found in the channel near this bank only a few feet below the low-water level, with a local dip towards the north of about 1 in 20. The northern shore is the customary low Missouri bottom land, below the extreme high-water mark, though rarely overflowed. The width of the river, measured from the wooded shore on the north to the rocky bluff on the south, is almost exactly a quarter of a mile, thus making the crossing a conveniently short one ; at low-water the water way contracts to about 750 feet, leaving from 500 to 600 feet of sand bar between the water and the northern bank. When the location was made, the surface of this sand bar was at an elevation of 104; but it has been raised by the deposits of the three succeeding seasons, and is now 111. The southern portion of this bar, lying nearest the channel, is very variable, being liable to be washed out and replaced several times in a year ; but the northern portion, about 400 feet in - width, seems to have become permanent, and unless disturbed by an extraordi- nary flood within a few years, it will become a part of the wooded shore. The channel lying along the south bank was regulated by the long curve in the river above, and would be rendered permanent by protecting the west or outside shore around this bend. This protection was demanded, not only by the bridge, but by the general interests of the city, the value of the bottom land being too great to allow it to be carelessly washed away ; while the lower part of the town, in- cluding the steamboat landing, was liable to be shut off from the river if the channel shifted any farther to the north. These merits of location may be briefly enumerated as follows : fst.—Proximity to business and the city. Second.—Shortness of the bridge line. Third.—8mall depth to rock on south side. Hourth—Permanency of the channel, this being easily secured by protec- tions demanded by other interests than those of the bridge. THE KANSAS CITY BRIDGE. 29 The sole objection to this location lay in the southern approach, which made it necessary to leave the bridge on a sharp curve, and involved a cut 70. feet deep ; these were matters of little weight when compared with the merits just enumerated.* Great care was taken to ascertain the exact direction of the current and the bridge line. Observations were made with two transits simultaneously on a number of floats ; the result of these observations was mapped out on a chart, and the direction of the current was thus accurately determined. The course in mid-channel as thus obtained made an angle of 72° with the bridge line ; the piers were located parallel to the current, and the bridge built on a skew of 18°. The floats used were made by inserting a rod, to which a small flag was attached, in the neck of a bottle loaded with shot, the amount of’ shot being sufficient to sink the flag nearly to the surface of the water. These floats drew, on an average, about four feet, or the usual draught of a Missouri River steam- boat; they therefore gave the true navigable current. The direction of the current varies a little with the stage of the water, as well as with the different forms which the smaller sand bars assume in successive years, but during the season of navigation it has not been found to show any material divergence from the line thus determined and given to the piers. The pivot pier was placed in the centre of the channel; the piers were num- bered from the southern end of the bridge, and the lengths of the several spans were as follows: a fixed span of 132 feet, extending from the shore to Pier No. 1; a pivot draw 363 feet long, each arm having a clear span of over 160 feet, as required by the Act of Congress ; a fixed span of 250 feet from Pier No. 8 to Pier No. 4; leaving a remaining distance of 577 feet divided in the original plans into three spans of equal length, though subsequently changed to .two spans of 200 feet each and one of 177 feet; to this must be added a shore span of 68 feet at the south end, extending over the width of a street and the Pacific Railroad track, and which made the total length of bridge from outside to outside of masonry 1,400 feet. The lengths of spans given here are gross distances taken from centre to centre of the adjoining piers. The nearness of the channel to the south bank made it impossible to place a span of 250 feet * The profile and alignement are given on Plate II. 30 THE KANSAS CITY BRIDGE. on each side of the draw, as required by the Act of Congress, without neglect- ing the more important provisions of that Act, which requires the draw to be placed over the centre of the navigable channel. The requirement of two spans of that length was made, as has already been stated, with special reference to the Mississippi, where raft navigation forms an important part of the river commerce ; on the Missouri, raft navigation, except on the most diminutive scale, is impossible, owing to the sharp curves, strong current, and multitude of snags, while no sufficient supply of good timber is found along the river to make rafting profitable, even if it were possible. Hndeavoring to conform as nearly as possible to the Act, a span of 250 feet was placed immediately north of the draw, but the unexpected destruction of the foundation works of Pier No. 4, in the spring of 1868, made a further change necessary ; the site of the pier was moved 50 feet farther south, and the long span finally built between Piers 4 and 5. The month of April, 1867, was distinguished by a very extraordinary spring flood, caused by the united freshets of the Platte and Kaw; on the 29th of the month the river had risen to 119.3, three feet and three inches higher than the June flood of that year, and four feet above the highest water of either of the two succeeding years. During the war the Government had established a supply station in the bottom west of the town, and a small portion of the bank had been protected by a covering of riprap, to serve as a steamboat landing, The river had washed the bank away both above and below this protection, leaving a projecting point, the end of which alone was covered with stone ; though the whole discharge of the river passed outside of this point, strong eddies were formed on each side of the neck of land connecting it with the shore, which gradually reduced it to a long and narrow isthmus. On the 10th of April the width had been reduced in places to only 18 inches ; on the follow- ing day the two eddies met, entirely destroying the neck of land, and allowing the channel of the river to shift at once from the north to the south side of the rocky point, changing its position nearly 500 feet in a single day. The pile of rocks still remains in its old place, having been left almost dry on the north side of the river during the low water of December, 1867. As the chan- nel shifted suddenly from the north to the south side of it, it has never been THE KANSAS CITY BRIDGE. a1 exposed to the most violent force of the current, but its height has gradually diminished, and it will in time sink out of sight. The stone protection above the bridge was begun during this flood, and continued through the summer and early autumn of the same year ; it was carried westward from the point where the rocky bluff and shore line separate above the bridge, to within 150 yards of the State line. This protection was executed under the direction of the engineers, a portion of the expense being borne by the city. It consists of a simple revetement of riprap stone, a large portion of the stone used having been taken from a cut in the southern approach to the bridge. Whenever practicable, the shore was first worked by laborers to a slope of about one to one, and the stone was evenly distributed over this slope ; but when the revetement was begun, the water was too high to admit of this, and the stone was simply dumped over the bank, till the heap appeared above the surface of the water. This protection has required some repairing, the stones having slid down the slope, replacing the soil which the river had washed from beneath them ; but it has proved perfectly effective, and the river has in no instance changed the line of the protected shore. In the following spring the protection was extended to the State line, and during the low-water season of 1868-69, it was carried, in the interest of the land owners, as far as the mouth of the Kaw. The railroad approaches the bridge from the north, with an ascending grade of one in one hundred, till within 618 feet of the bridge, after which the track is level ; this leaves room for a train to stand between the grade and the bridge. The 2,380 feet of this approach, adjoining the bridge, is an open trestle work, thus making an effective water-way of 3,775 feet in times of extreme flood, when the bottom land is overflowed. The trestle is substantially built of native oak timber; the 50 bents nearest to the bridge rest on piles, and the others, 90 in number, are on sub-sills, The roadway approach is by a side trestle, built out on the west from the bents of the railroad trestle ; it has a grade of four in one hundred. The two approaches unite at the second bent from the bridge, where is placed a toll-house and gates.* This trestle was built by the * See Plate IX. 32 THE KANSAS CITY BRIDGE. Company at such intervals as the carpenters could be most advantageously employed upon it, in 1867 and 1868. The carriage road was continued south of the bridge only far enough to allow teams to turn off into the adjoining streets. The railroad approach leaves the bridge on a 9° curve to the right, this curve beginning at the middle of the 132-foot span ; with a maximum descending grade of 42.24 feet in a mile, it passes through the bluff in a clay cut 72 feet deep, and then passes down along a rock cut in the west side of the bluff to the depot grounds in the West Kansas bottom, The grading of this approach was let by contract and the work com- pleted during the year 1867. CHAPTER III. FOUNDATIONS. From the inception of the work the subject of foundations was the para- mount study of the engineers, the only real difficulties of the task lying below the water. The methods of founding which have been in most common use in the United States were not to be thought of, as the continual. wash and scour of the river would have made piles and crib-work useless, while the great depth and rapid current must have rendered coffer-dams very hazardous and expen- sive. The use of iron columns, sunk by the pneumatic process, was considered ; but the conviction was early and confidently formed that a cluster of separate columns resting upon the rock ata depth but little below the scour limit, as would have been the case in the most exposed foundations at this location, would fail to give the stability needed by the channel piers; while it was believed that the sand-bar piers, which are rarely exposed to a strong current, might be founded in a way less expensive, though amply secure. It was also feared that: in the absence of pneumatic plant in America, and with the then high prices of iron work, the pneumatic process would prove in its entire execution an unreasonably expensive one. The opposite action of floods on the two sides of the river, causing a violent scour along the Kansas City shore where the channel lies, but a sand deposit near the north bank, showed that the precautions necessary for the channel piers would be a useless expense if taken at every foundation. The channel must be retained near the south bank on account of the draw, if for no other reason—thus rendering this phenomenon of scour and deposit a perma- nent one, subject only to such variations as are due to the increased width of channel in an extreme flood. It was therefore thought that if the channel 5 34 THE KANSAS CITY BRIDGE. piers were founded directly upon the rock, the others might safely be put upon piles, the care taken to protect the pile foundations increasing with their near- ness to the channel. This arrangement was believed to have the farther advantage of making it practicable to begin work on the sand-bar piers at an earlier date than would otherwise have been possible. It was accordingly determined that Piers Nos. 1, 2, and 3, should rest directly upon the rock, while the four more northerly piers should have pile foundations; the piles were to be driven in excavated pits, cut off in every instance at a considerable depth below the usual bed of the river, and further secured by an ample protection of riprap ; those under Pier No. 4 were to be driven home to the rock, and cut off at least 25 feet below extreme low-water. The experience acquired during the progress of the works led to subsequent changes in the plan ; Pier No. 4 was treated as a channel pier, and founded on the bed rock, and the piles under Pier No. 5 were driven home to the rock, thus reducing the number of pile foundations to three, only two of which depend upon the frictional surface of the piles for their support. Piers Nos. 5 and 6 are on the dry land of the sand bar for nine months in every year, and Pier No. 7, situated within the line of the wooded shore, is exposed to the action of the water only on rare occasions. During the progress of the works no current strong enough to produce scour was noticed about any one of these piers. All the foundations were putin of a sufficient length for a double-track bridge. Although the foundations may properly be grouped in the two classes of channel and sand-bar foundations, as above mentioned, the characteristics of several pier sites were so different that it became necessary to treat each by itself, and to prepare as many sets of plans as there were piers. The south abutments and the two small pillars on the bank were built on the rock which was found a few feet below the surface of the ground, their foundations present- ing no greater difficulties than are common to every cellar wall. They were built in the fall and early winter of 1867-68, the work upon them being executed at such intervals as the masons were not employed upon the river piers. The other foundations were taken up in the order of convenience ; the dates at which the work in the river was begun in each instance, and the dates THE KANSAS CITY BRIDGE. 30 at which the several foundations were ready for the masonry, were as fol- lows : Pier No 1, Water Deadener sunk ........ Aug. 16,1867. Masonry begun ..Oct. 16, 1867. “2, Caisson launched............. Sept. 23, 1868. «6 ‘6 ..Feb. 20, 1869. “8, First Pile driven in False Works Aug. 27, 1867. “ “ ..May 20, 1868. “« 4, “ s “ “« Sept. 2, 1867. “ “ ..April 2, 1869. “5, Erection of Caisson begun ......Jan. 20, 1868. “ “ ..dan. 14, 1869. “ 6, First Sheet Pile driven........ Sept. 3, 1867. “ “ ..dan. 3, 1868. “4, First Pile driven.............. Feb. 27, 1867. “6 « ..Oct. 1, 1867. These dates do not in themselves give a correct idea of the time actually consumed in putting in the substructure of the piers; the work on some of them was more than once suspended, either on account of the season or to accommodate other work which had momentarily become of greater impor- tance. After the caisson had been built at the site of Pier No. 5, it was left standing for two months, until machinery could be spared to sink it. At Pier No. 4, the first set of works was entirely destroyed in the spring of 1868, in consequence of which the site of the pier had to be changed, a new plan of foundation prepared, and the first pile in the new false works was not driven till the 9th day of August, 1868 ; moreover, the date given above as that at which the masonry of this pier was begun, is in reality that at which the laying of masonry was resumed after the completion of the foundation and the removal of the upper false works ; the bulk of the subaqueous masonry here was put in during the process of founding. In the cases of Piers] and 2, the caissons were built on shore, and the time occupied in the foundations, including this preparation, was therefore greater than the table indicates. A correct idea of the time occupied in the different foundations, as well as of the characteristic features of the several plans, can only be given by separate narratives of the substructure operations at each of the seven pier sites. PIER No. 1. This pier is situated on the south side of the main steamboat channel, and at ordinary stages of water it stands about 100 feet from the shore line. The bed rock was found at an elevation of 84, or 13 feet below the extreme low-water 36 THE KANSAS CITY BRIDGE. mark ; at the pier site it was of irregular form, and though found to fall off rapidly a few feet farther north, it here presented a surface that was almost level, though inconyeniently rough. This rock was almost bare, being seldom covered with more than a foot or two of deposit. The current was but little less rapid than in the middle of the channel, and was far too strong to allow of any exten- sive operations being carried on within it. It was therefore thought necessary first of all to obtain slack water about the pier site, after which the foundation works, more properly so called, could safely proceed. A large timber caisson, designed to serve as a water deadener, or break- water, was built on the shore, about midway between the south end of the bridge line and the Company's machine shop. It was built of oak, with pointed ends ; the entire floor and the sides to a height of 15 feet were solid, and of square timber ; its outside measurements were 65 feet long from nose to nose, 18 feet wide, and 27 feet and three inches high; it was stiffened internally by rows of vertical truss bracing, and bound together by long iron rods built into the solid timber of the bottom and sides; the whole was thoroughly caulked, and valves were provided for admitting or excluding the water.*. After it had served its purpose as a water deadener, it was raised and finally sunk below Pier No. 2, where it forms the foundation of the lower draw rest. On the 19th of May, 1869, this caisson was launched ; it was kept anchored to the shore till the 7th of the following August, when the river was thought to be low enough to begin work ; it was then towed to a point about 100 feet above the pier site, secured by four wire cables reaching to the shore, and sunk by admitting water through the valves and throwing in a ballast of broken stone. Being placed transversely with the current, it formed a complete water deadener, and quiet slack water was secured at the pier site. A bottomless caisson, which should serve as an enclosure to build the pier in, was also constructed. It was built on a floor placed between four boats well braced together ; it was a frame structure, entirely of oak and planked verti- cally ; the ground plan was substantially the same as that of all other caissons built upon the work, the ends being formed of two short sides making a right angle together ; its total length was 70 feet, and the width 19.5 feet. The first * The plans of this caisson are given on Plate IIL | | | Speen ein emt ne tt THE KANSAS CITY BRIDGE. 37 section was 13 feet high, and as soon as this was completed it was lowered between the boats almost to the surface of the water, and a second section, 11. feet high, added to it. The lower edge was shaped to fit the irregularities of the rock, and the caisson was surrounded by a sheet piling of planks sharpened to a feather edge and secured by a double set of guides. The caisson was. thoroughly caulked, braced internally, aud fitted with a false bottom; this bottom, which was put in to facilitate handling, was built in sections, placed a little above the lower edge, and held in position by inclined braces bearing against the caisson timbers and adjusted with folding wedges. To aid in placing the caisson upon the rock, eight posts were provided, each 60 feet long and 16 inches square, built of 8 by 16 oak timber of shorter lengths, with a central hole three inches in diameter extending from end to end, through which a two- inch steel drill, welded to an iron rod 65 feet long, might be worked. When complete, the caisson, still carried by the boats, was carefully floated | into position, and four of the 60-foot posts with the drills, raised on either side of it. The posts sank by their own weight through the thin layer of sand, and were at once made fast by working the drills two feet into the rock ; they were then well braced together and secured to the caisson by sets of rollers and shoes, the two sets of posts being placed about an inch nearer together at the top than bottom, to secure clearance in lowering the caisson. Four pairs of cross timbers, attached to the posts, were placed above the caisson, each of them carrying two suspension screws 20 feet long and two inches in diameter, with a thread cut from end to end. The total weight of the caisson being 72 tons, each screw was required to carry nine tons. On the 6th of Sep- tember every thing was in readiness, the caisson had been attached to the screws and the lowering was begun. Three men at each screw were required to handle the weight. Hase and regularity of descent were secured by admitting water above the false bottom; when one half of the caisson had become submerged this was found to be no longer necessary, and the bottom was set free by striking the folding wedges which held the braces, and taken out in parts. On the 11th of the same month the caisson came to a bearing upon the sand, and the screws were removed. The use of long posts secured by drills rendered the matter of false works exceedingly simple ; this device, which 38 THE KANSAS CITY BRIDGE. is believed to have been entirely novel, is admirably adapted to use in places where piles cannot be driven, and posts merely braced together are not to be trusted ; it is effective, can be put in rapidly, and may be used where the rock is overlaid with several feet of sand, the posts being sunk by blowing away the sand with a stream of water forced through the central hole. After the removal of the screws the caisson was sunk two feet farther to the rock by means of a water jet, directed by a diver working on the outside ; a single day proving sufficient to bring it to its permanent bearing. The water jet used on this, as well as on subsequent occasions, consisted of a copper or iron nozzle attached to a three-inch flexible hose, and sufficiently loaded to be handled with ease under water ; through this a stream of water was driven by either a centrifugal or reciprocating pump, the former being used on the founda- tions first put in, but the latter being found the more efficacious. The attempt _to fit the rock by shaping the bottom of the caisson proved a failure, and a good joint was only secured by means of the sheet piles ; these were driven by a light ringing engine, and by bruising against the rock secured an accurate fit. The caisson was then surrounded on the outside by a double row of gunny bags filled with clay, which were carefully placed by the diver in a trench excavated by him with the water jet. These bags were further surrounded with hay, which was again covered with a bank of clay, protected from the water by a canvas tarpaulin, and the whole covered with a layer of clay and stones. On the 10th of October these preparations against leakage had been com- pleted, and the work of pumping out the caisson was begun. The joints were found to be admirably tight, a nine-inch Alden pump, driven by a twelve-horse power engine lowering the water five feet in an hour. Additional braces were placed within the caisson as the water was lowered, to resist the increasing out- side pressure. The small amount of sand and mud remaining on the rock was cleaned off, and removed in boxes, when two beautiful springs of clear water, contrasting strongly with the muddy Missouri, were found issuing from the fissures in the rocks, and the rough and jagged surface was quarried to an even bearing, suitable to receive the masonry. The solid character of the rock was also proved by drilling into it. To facilitate handling the stone a trestle bridge was built, extending from ais: Sg OS a eh THE KANSAS CITY BRIDGE. 39 the shore to the south-west corner of the caisson, and on this were laid two tracks of wooden railway, A. floating derrick, the larger of the two used, was anchored on the south side of the caisson, just below the bridge ; two small cars pushed by hand brought the stones within the range of this derrick, by which they were placed at the desired spot within the caisson. The first stone was set on the 16th day of October ; a belt of masonry was first laid around the caisson wall; this was then backed up and the masonry above built up in regular courses; the space between the face of the stone and the planking of the caisson was filled with beton, As a precaution against the accidents which needless delay might involve, the work, during the first week, was driven both night and day. The leaks were soon found to be so slight that the use of the steam pump was unnecessary, and after the first few courses had been laid the water was kept down by two common log pumps worked by hand. The work upon this and subsequent piers (with the exception of No. 4) were directed by Mr. W. K. McComas, superintendent of foundations. PIER No. 2. With a view to avoiding any delays which might arise from unforeseen diffi- culties attending work in the main channel, where the dangers of accident were thought to be greatest, as well as to secure the greatest possible time for raising the draw, the preparations for the building of this pier were among the first taken in hand. The principal difficulties lay in securing staging to work from at the pier site ; piles could not have been used, as the rock was frequently swept almost bare of sand ; anchored posts, such as had been used at Pier No. 1, might have been destroyed at any moment by an accidental blow from a descending steamboat ; while long and wide cribs, such as have been used on the Mississippi, would have been unmanageable, and have taken up too much water-way in the narrow channel of the Missouri. Small detached cribs and caissons were finally used, it being hoped that the current would remove most of the sand from beneath them, if they were held floating in position while a scour took place below ; much difficulty was experienced even in handling these small bodies, and the scour took place so irregularly that some of the intermediate 40 THE KANSAS CITY BRIDGE. cribs were finally lost. Early in the spring of 1867, work was begun upon a timber crib, which was to form the permanent foundation of the upper draw rest, and serve as an anchorage and water deadener while putting in the foun- dation of the pier. This crib was built upon the sand bar on the north side of the river, and launched by the rising water of the April flood ; the building was continued after it was fairly afloat, and it was poled out into deeper water, from time to time, to prevent grounding. One Sunday morning, while this work was still in progress, a steamboat going up the river, in hugging the shore to avoid the strong current of the channel, fouled against one of the lines, which breaking released the crib. The yawl crew, who were watching for any such accidents, at once boarded it, and, being unable to make fast to anything, went down the river with it. As soon as the crew of the steamboat could be collected and steam raised, she was sent in pursuit, but having lost an hour in the start she did not overtake the crib till it had drifted 22 miles down stream. Two days having been spent in a fruitless attempt to tow the crib against the cur- rent, it was taken apart and the timbers brought up on barges. The caisson in which the pier was built, was built in the summer of the same year on the south bank of the river, in front of the Company’s machine shop. Its form was that of a round tub 18 feet high and 40 feet in diameter at the base, the sides sloping inwards with a batter of 1 in 16. It was made of four-inch oak staves, six inches wide, bound with flat iron hoops, and strengthened by timber rings on the inside.* The bed rock at the site of this pier is found at an average elevation of 80, with a slope towards the north of nearly three feet in-the diameter of the tub. When the first soundings were taken this rock was found overlaid with eight feet of sand, to secure an easy penetration through which, the caisson was provided with an iron cutting edge, formed of pieces of three-eighth inch boiler plate riveted together and fastened to cast-iron brackets, which were bolted to the lower set of internal rings. These plates were trimmed off so as to make a difference of 18 inches in the heights of the opposite sides of the caisson, thus partially balancing the slope of the work. The tub was provided with a false bottom, built in radial sections, suspended at the centre from a light truss overhead, secured by inclined * This caisson is shown on Plate III. THE KANSAS CITY BRIDGE. Al braces and folding wedges. Under it were placed three shoes, which slid on inclined launching ways, provided with guides for their whole length. In October, the crib for the upper draw rest was rebuilt on the south bank of the river, a third of a mile above the bridge ; it measured 31 feet wide, 73 feet long, and 10% feet high; was built of square timber, with cross walls and bottom of round timber and planked on the outside ; the upper end was formed like that of the piers and caissons, and the lower end square, though shelving forwards—this form being thought favorable to a scour beneath ;* additional buoyancy was secured by binding a number of empty coal oil barrels inside of it. Karly in November an attempt was made to launch the crib, but its misfortunes were not yet over, the ways breaking down under the weight and leaving it lying on one side at the edge of the water; nothing could be done towards raising it in consequence of the rapidity of the current in front of it ; and in this position it remained till the following February. On the 9th of January the ice jammed at the bridge site, and the river for several miles became closed ; a channel was cut in the ice from the bank where the crib lay to its permanent location above the pivot pier; on the 4th of February it was raised by means of hand crabs, and successfully floated into position ; the water was very low, the current only two miles an hour, and the crib was easily held by lines attached to posts on the shore and to anchors put in the ice. It was sunk by putting on additional courses of timber, and throwing in rubble stone ; the current swept the sand, about 10 feet in depth, away from below, and allowed it to settle firmly upon the rock. As this crib had to be placed in position before the other works connected with the pivot pier could proceed, the diffi- culties in the way of locating it accurately, with no neighboring anchorage, were very great, and the misfortunes of the launch in October may have been more than compensated by the advantages which the ice gave for handling the crib when it was finally placed. On the 17th of February the ice gave way above the bridge and went out, doing no further damage to the crib than to loosen the upper course of timbers and fill it with ice. Before the close of the low- water season the more exposed parts of the crib were filled with beton, and additional stone was thrown into the central divisions. * The shape of this crib appears on the plan of Draw Protection, Plate VII. 6 49, THE KANSAS CITY BRIDGE. The delays due to this series of accidents had consumed almost the whole low-water season, and it was thought unwise to proceed with so exposed a foundation till after the summer flood. In the following September the water- deadener caisson was raised from its place above Pier No. 1, and dropped below the site of Pier No. 2, where it forms the foundation of the lower draw rest. The floods of the preceding summer had filled it with several feet of mud, which had to be removed, when it was easily raised by pumping out the water. No small difficulty was experienced in getting it accurately placed, owing to the inconvenient distance of the anchorages, and frequent interruptions from pass- ing steamboats ; it was finally secured within a few inches of the desired spot, though not quite parallel with the line of the piers, an irregularity which was tuken out in the framing of the upper works. An additional amount of stone was thrown in and an unyielding bearing obtained on the bed rock, which was swept clear of sand by the current. | On the 23d of September, 1868, the round caisson, which had been ready on the launching ways for nearly a year, was successfully launched. The bottom and caulking proved tight, and no pumping was required to keep it afloat. An additional section nine feet high was put on, built of oak staves with hoops and rings, and differing from the lower section only in having no bottom ;* a wall of rubble masonry was laid between the rings of the lower section to give weight. The caisson was then dropped around Pier No. 1, and swung into position ; it was handled entirely by lines, made fast to the two draw rests and adjoining piers, no false works being erected at the pier site. It was sunk by admitting water above the false bottom, and in two hours settled to a bearmg. By pumping out, and readmitting a portion of the water, it was several times raised and lowered a few feet, until, on the 11th of October, it was brought into its final position, and firmly grounded on the rock. Soundings taken a few days previously had shown a deposit of from two to _ five feet of sand; but this was soon swept away by the current, when the iron edge was raised a few inches above its surface. Besides the hempen cables used to handle the floating tub, a two-inch wire cable was made fast to the upper draw rest, and attached by a bridle to the tub, being made two feet and * This section is shown with the first, on Plate IIT. s\4 . A "4 eH 9 i 3 2 \ =, aa} Ns slp: il /, tS os Ais 7 “er f F ~ bouts m as “ P P ‘SER ; P : ial! 20 atta TI uc 4 abdatN id THE KANSAS CITY BRIDGE. 43 a half short, to allow for any rendering under a strain; the strength of the current, which was but slightly deadened by the upper rest, was so great that this allowance proved insufficient, and when finally placed, though almost exactly in position on the bridge line, the caisson was found to be about 20 inches too far down stream—an error which, being less than the. excess of the radius of the caisson over that of the pier, was of no consequence. The caisson was now surrounded with a row of gunny bags filled with clay and packed around with hay ; the current was too strong to allow a diver to work on the outside except on rare occasions, and the bags were placed by lowering a number of them, united into a string, from above ; a joint formed in this way must, however, be very imperfect, and it was but little relied on. An inspection of the cutting edge, made by a diver within the tub, showed that, in consequence of the irregularities of the surface, it was in actual contact with the rock at but few points, while in some places the distance between was as much as 10 inches; it was also found that a cone of sand was left inside of the caisson three or four feet. deep at the centre, and which was constantly increasing from the deposits swept under the iron edge. Holes drilled four or five feet into the rock showed it to be perfectly substantial. A circle of gunny bags filled with freshly mixed beton was then placed by the diver against and under the inside edge, over which was spread a ring of beton of triangular section ; the beton in this ring was lowered in boxes from above and placed by the diver, who first carefully jetted away the sand remaining on the rock. - On the 29th of December, after waiting two weeks for the beton to harden, an attempt was made to pump out the caisson. The joints were found to be perfectly tight, the subsidence of the water being nearly equal to the discharge of the pumps; but when the water had been lowered nine feet, the outside pres- sure broke through a fissure in the rock under the beton and forced a leak which exceeded the capacity of the pump. An additional amount of beton was put in, increasing the section of the ring, and the crevice in the rock filled up as well as possible, and after a short delay a second attempt at pumping was made, but with no better results than the first. Not wishing to lose any more time, no further attempts were made to lay bare the rock; after pumping out the sand in the middle of the tub, a beton foundation eight feet deep was put in, 44. THE KANSAS CITY BRIDGE. covering the whole circular area. This was in accordance with the original intentions of the chief engineer, the plan of starting the masonry on the bed rock having been an after-thought, and regarded throughout as an experiment. If precautions of the same kind as at Pier No. 1 could have been taken, this plan would probably have been successful; but it was first determined to make the attempt after the caisson had been placed, when it was too late to arrange the sheet piling which had proved so effective before. In the haste, also, to have this foundation completed, an insufficient time had been given for the beton to harden, showing the danger of haste in work of this kind. The bulk of the beton in this foundation was laid in a box designed ex- pressly for these works.* It was of rectangular form, having a capacity of half a yard, with a bottom formed of two leaves opening outward from the centre and fitted with a cover of similar construction. On either side two chains, one fast- ened to each of the lower leaves, were united into one near the top of the box, and those from the two sides were brought together in a ring hung upon a trip- ping-hook, of no novel form, above ; the tripping-hook was permanently attached to a cross-head by a loose chain. When the box had been filled with beton the covers were closed, and it was lifted by a rope attached to the short end of the tripping-hook and lowered into place ; the tripping-hook was then raised by a hand-line attached to the long end till the ring dropped from it ; on drawing up the main rope the box was lifted by the loose chain attached to the cross-head, the leaves opening freely and discharging the beton. The advantages of this form of box lie in the protection it affords from washing in the descent and dis- charge, and the ease and certainty with which it may be tripped when once lowered upon a bottom. On the 24th of January the pump was started and the water in the caisson was lowered rapidly. The following day the tub was pumped out and the beton laid bare ; it was found in general to have set satisfactorily, though not perfectly homogeneous, and covered with several inches of laitance ; but after a few hours the water came in again, probably working its way through fissures in the rock and voids in the foundation. Grout was poured through a funnel into the holes through which the water had come, as far as this was found possible, and six * This box is shown on Plate VI. THE KANSAS CITY BRIDGE. 45 additional feet of beton, making in all 14 feet, put in. The outside of the caisson was examined by a diver, who reported that the bags had been swept away from the south side, leaving an aperture under the edge, which was closed with bags of beton. About the middle of February the tub was again pumped out ; the leaks were still very troublesome, but within the capacity of the pumps ; the surface of the beton was levelled off, and an open grillage, composed of two courses of flatted timbers laid transversely, put in ; the spaces between the timbers were filled with beton, and on this grillage the masonry was started on the 20th of February. The rising water threatened to drown out the works, and a third section nine feet high was added to the tub, the river rising above its base for one or two days. This section was similar to the one below, but built of pine; it was afterwards removed and made into a railroad water tank. The base of the masonry is at an elevation of 95.57 ; the first course of stone is the full size of the tub, and from this the courses are stepped off till their diameter is reduced to that of the pier. The floating derrick used to lay the masonry was fastened on the north side of the caisson, and the pier built up as rapidly as possible. PIER No. 3. Work was begun on this foundation on the 29th day of August, 1867. The rock was found at an elevation of 67—30 feet below the extreme low-water mark—and was then overlaid with 22 feet of sand, the water being 17 feet deep. A compact cluster of piles was first driven, 150 feet above the site of the pier, to serve as an anchorage during the subsequent work ; one or two of this clump washed out before the driving was completed, but the rest were secured by immediate riprapping, and have remained firm for more than two years. The pile-driving boat was then dropped below, hanging to the anchor piles, and twelve piles driven to form an instrument stand for use in locating the pier. But it was found very difficult to make a pile stand at all in this rapid current ; the rush of the water swayed the head of the pile back and forth several feet, washed around its base, and dug out the surrounding sand till the pile popped up and floated away. One pile in four of those driven was lost in this way with almost complete regularity. The piles were accordingly secured with some 46 THE KANSAS CITY BRIDGE. difficulty, by bracing them together with planks; they were then cut off and a platform was built on top of them. The platform was found to sway five or six inches with the current, a motion which was reduced as much as possible by ad- ditional bracing; but on placing a transit upon the platform it was still found to vibrate more than an inch, and therefore to be wholly unfit for its intended purpose. The pier was accordingly located by measuring with a steel wire from Pier No. 1. The pile driver was then moved to the pier site, and the piles driven for the false works proper.* The first of these piles washed out almost as soon as driven. It was evident that piles could be held here only by immediately bra- cing them together ; for this purpose a plank was bolted on the side of the pile by a single round bolt of inch iron, at such a height as to be near the surface of the sand when driven home ; the plank, being left free to turn on the bolt, was kept upright by lashing it to the side of the pile; after driving, it was to be swung over and spiked to the top of the next pile below. Several piles were tried in this way, but they all broke at the bolt hole under the concussion of the hammer. An arrangement was then adopted which had been successfully used at the bridge over the Rhine, at Coblentz. An iron ring, to lugs on the side of which a long iron rod was fastened by a pin joint, was dropped over the head of the pile when driven, and the rod made fast to the top of the pile below by means of a stirrup ;f when found inconvenient to slip the ring over the top, it was made of two parts, which were bolted together around the pile ; in spite of this precaution one-fourth of the piles driven were lost. The distance between the inside rows of piles was made 10 feet greater than the proposed width of caisson, thus leaving five feet for clearance on each side—an allowance which proved insufficient, as the piles, disturbed by the current and bruised against the rock in the driving, were sometimes forced considerably out of place, and thereby interfered with the caisson in its descent. The difficulties which attended this work at this favorable season showed that it would have been impossible if attempted during the floods of the previous months. | When the piles had been driven and secured in this manner they were cut off and capped, and a floor was placed over the whole. Upon this floor the erec- tion of the caisson was begun on the 20th of October ; it was made similar in * For plan of these works see Plate III. t See side elevation on Plate NL Es 7 ee a : oe * ‘ = ¥ sa THE KANSAS CITY BRIDGE. Ay plan and shape to that used at Pier No.1; but, being intended to penetrate through a considerable depth of sand, it was provided with a boiler plate cutting edge of the same kind as that used on the round tub, and the sides were given a batter of 1 in 16 ; it was thoroughly caulked and furnished with a false bottom. Four timber trusses resting upon the piles were placed above the caisson, trans- versely with the stream, which carried the eight long screws already used at Pier No. 1.* On the 12th of November the first section of the caisson was lifted from the floor by the screws, the timbers under it were removed, and it was lowered within a few inches of the water; a second section was at once built upon it. On the 25th of the same month the caisson was lowered into the water till almost in contact with the sand, being held against the current by a wire cable attached to the anchor piles above. The false bottom helped, as at Pier No. 1, to secure ease and uniformity in the descent; it was also expected to increase the scour immediately below. The current rapidly washed out the sand to the depth of 15 feet at the upper end of the caisson, but only disturbed it slightly at the lower end; the upper end was therefore kept hanging on the screws, and the lower end let down upon the sand. The false bottom was struck at once, and another section built on the caisson ; this third section differed from the two below in being planked horizontally and having the sides plumb. The lower end was then sunk bout two feet into the sand by using a water jet around the edge. On the 10th of December a six-inch siphon pump, which had previously been in use at Pier No. 4, was placed in the caisson and worked by the boilers of the steamboat ; it threw enough sand to sink the ¢aisson about a foot in a day at the first, but this rate of descent slackened to about six inches and even less, when the upper end reached the sand and the edge took a bearing all around. On the 30th of the same month a small dredge and a four-inch Andrews centrifugal force-pump were added to the outfit ; the dredge was of the endless chain pattern, mounted on an incline, and worked by four men with two cranks; it had a capacity of about 50 cubic yards a day. The Andrews pump was placed inside the caisson and driven by a steam-engine on a boat swinging below the works ; though used to some smal! extent as a sand-pump, it was chiefly relied upon to drive a * Shown on Plate IL. 48 THE KANSAS CITY BRIDGE. water jet, by which the sand from the more remote parts of the caisson was fed to the siphon and dredge. To give additional weight, the spaces between the timbers of the upper section were filled with rubble masonry, which was pro- tected from injury by an inside sheathing of thin boards. In order to diminish the external sand friction, a large cast-iron pipe was placed around the caisson above water, from which a series of small gas pipes extended down nearly to the cutting edge, thus forming a line of water jets encircling the caisson, and distri- buting the discharge of a single pump around the whole surface. An nine-inch Alden pump was attached to this set of pipes, but it proved unequal to the task, and only half of the pipes, those on one side of the caisson, were ever worked together ; the force of the stream so widely distributed was also too much reduced for effective work, and it was generally preferred to use a single movable jet, which could be taken in turn to every part of the caisson. The changes in the bottom during the work on this foundation were very frequent and singular, sometimes causing no small trouble. In November a scour was noticed around the anchor piles, which was accompanied by a deposit at the pier site; the elevation of the sand, which was materially lower on the first of that month than it had been when pile-driving was begun in August, was raised 1] feet in three weeks. On the 2d of December there were 14 feet of water outside of the caisson at the upper end, and 22 feet at the lower end ; one week later this was reversed, when the water was found to be 24 feet deep at the upper end and only 12 at the lower. Some of the smaller changes, though less embarrassing, were more remarkable. About the middle of December the river gouged out a hole in the sand, close to the south-west corner of the caisson, extending clear to the rock, which was examined by the diver; the sand was soon filled up to the ordinary level. A. similar hole was washed out about a week later, and some pieces of floating ice were sucked under the edge of the caisson and came up inside. Ou the 10th of January the descent was stopped by coming in contact with a buried log ; this was cut half through by the diver with a handsaw, and then, the saw binding so much as to make its farther use impracticable, a large chisel was mounted with a long handle so as to be worked from above, and the cut finished by striking repeated blows on it ; only four days were lost by this ob- THE KANSAS CITY BRIDGE. 49 struction. A fortnight later the caisson struck upon one of the bearing piles, which was pulled up from the outside, the platform over it having first been sustained by trussing across between the two adjoining piles. At this depth the work was also occasionally impeded by sand slides, the first notice of which was given by a sudden rise-of the water inside of the caisson, a considerable quantity of sand from the exterior slipping through under the cutting edge and forcing the water before it, which increased the amount of excavation re- quired and engendered a corresponding delay. On the 6th of January very cold weather had set in ; three days later the ice had jammed at the bridge line, and the river closed for the season. The ice soon became so strong that the stones used in the masonry at Pier No. 6 were taken across on wagons. To guard against the injury which might result from the breaking up of this ice, the cluster of anchor piles was made into an ice- breaker by surmounting it with a small triangular crib of square timber, to which was fastened the upper end of a single inclined stick, the lower end of which rested on the bottom of the river 15 yards above, being held down by another small crib filled with stone ; a row of spring piles was also driven, extend- ing from this ice-breaker to the instrument stand. A narrow opening, about two feet wide, was cut in the ice on the channel side of these protections, extend- ing some distance above them, by which the main field of ice was separated from that nearer the shore which was attached to the piles. It was hoped that the fields of ice would be broken into small cakes by the inclined timber, and that these cakes would jam against the spring piles, pack to the bottom of the river, and thus form a gorge above the pier site which should protect the caisson from the shocks of the remaining ice. The trusses above the platform were taken down, and everything not absolutely needed was removed toa place of safety. About the same time a fourth section was added to the caisson ; it was in all respects. similar to the third section, the walls filled with rubble masonry, and it made the total height of caisson about forty feet. On the 12th of February, the upper end of the cutting edge came to a bearing on a point in the rock. The day previous the weather had become warm, and the ice began to rot; on the 17th, at about noon, it broke and moved down the river. The water was very low, 100.5, the current less than 7 50 THE KANSAS CITY BRIDGE. three miles an hour and much of: the ice quite soft, but it moved in large fields, and but for the preparations made, would have done great damage; it broke off and carried away nearly all the spring piles, completely demolished the instrument stand, and tore out some of the false-work piles on the south side of the pier ; but the gorge hoped for was formed, and the caisson left uninjured. Dredging and pumping were resumed, the weight upon the caisson was increased by piling heavy stones on the top, and a small pile driver was set up upon it, with which short blows were struck, with a view to loosening the sand pressure by the jar. By the 25th of February the whole upper half of the cutting edge rested on the rock, and six days later the desired bearing was reached around the entire caisson. A week was spent in removing the sand inside, when a tight joint was made by placing bags of freshly mixed beton against the interior edge in the same manner as was afterwards done at Pier No. 2. The rock was examined by drilling in it, and found to be solid and firm. There still remained a small quantity of loose sand, which was only removed by constant pumping, with the frequent attendance of a diver, keeping the water level constant by admitting water above. On the 20th of March the rock was sufficiently clean, and the work of laying the beton foundation was begun. The beton was lowered in triangular boxes, similar to those used on the Quincy Railroad bridge, from which works the pattern of box was taken. The work was suspended on the 20th of April, fifteen feet of beton having been laid at that date. One week later the pumps were put in, and the water lowered ; but as the caisson showed signs of yielding above the beton under the water pressure, pumping was stopped, and seven feet more of beton put in, making the full depth of the foundation twenty-two feet. This was concluded on the dth of May, and on the 12th the caisson was pumped out; the beton used in this pier contained a greater proportion of sand than was used elsewhere, and was found not to have become entirely hard ; the surface was therefore cleared off, and an open grillage built upon it, the spaces in which were filled with beton, and which was secured by iron straps to the sides of the caisson. On this the masonry was started at an elevation of 90.4, the first stone being laid on the 20th of May. The pier was at first built up only to an elevation of 108, it being thought best to give the beton an addi- : ae et Sainindiiiainesmnne es ee : THE KANSAS CITY BRIDGE. - §F tional time to harden before exposing it to the full weight, while the summer flood, now close at hand, made it desirable to postpone any further work at this site. On the 10th of August the work was resumed, and the pier rapidly built up to completion. PIER No. 4. Work was begun upon this foundation on the 2d of September, 1867, four days later than at Pier No. 3. The water was then twenty feet deep, and piles could be driven only with great difficulty ; no less than six were pulled out by the current. It was at first designed to scour out a deep pit by the use of wing dams, but before the plan could be carried into effect, the current, which is more variable at the site of the pier than at any other point on the line of the bridge, slackened to almost nothing, making wing dams wholly imprac- ticable. A caisson of rectangular form was then built in position, 67 feet long, 30 feet wide, and 22 feet high. It was put together without spikes or pins, the | planks being secured between cleets on the sides of the posts, and the whole caisson bound together by iron rods passing from the bottom of the sill to the top of the plate. It was proposed to sink this caisson about twenty feet, drive a pile foundation within it, cut off the piles at the level of the base of the caisson, build the pier on a suspended grillage, and lower it upon the piles. Then upon unscrewing the nuts and withdrawing the long rods, the caisson would fall in pieces and a riprap protection could be thrown close around the pier. The sluckening of the current was accompanied by a rapid deposit of sand, and before the caisson could be completed there remained but eighteen inches of water at the site of the pier ; in eight days only, from the 18th to the 26th of September, a deposit twelve feet deep was formed. On the 26th of October the caisson was done, when it was tripped to the bottom by striking the braces which supported it. The change in the level of the river bed made a corre- sponding increase in the distance which the caisson must be sunk by excavation. This excavation was shortly begun by means of the steam siphon and hand dredge, and continued until the tools were transferred to Pier No. 3, the caisson having then been sunk about nine feet. During the winter an inner wall was 52, THE KANSAS CITY BRIDGE. completed within it, and the intermediate space, about five feet wide, was filled with stone and sand. An ice-breaker, formed of an inclined sycamore log and a fender of planked piles, was built above the pier site. In February a large dredge, with a steam-engine to drive it, was mounted upon the caisson ; it was set in motion on the 13th of that month, and lowered the caisson a few feet. The rising water of the 8th of March produced a moderate scour, which aided the sinking; on the 17th the scour increased very rapidly on the south side, and the caisson began to tilt over ; the next morning the water was found to be twenty-two feet deep there, while no corresponding wash had occurred on the north side. Under the combination of this undermining of the southern cutting edge, and the pressure of the sand against the north side, the caisson settled — over till only the north-east corner remained above water. By hard work through the morning and dinner hour the machinery was removed and placed on boats. By 2... the whole caisson had disappeared; the weight of the sand and stone with which the walls were loaded, together with the external sand pressure, proved too great for so loose a structure ; it broke in settling, and became a total wreck ; a few of the timbers cleared themselves, and floated down stream, but the greater part of the wreck, being of green oak and covered with sand and stone, remained at the bottom of the river. The loss of this caisson put an end to the work which had thus far been done on this foundation, making it necessary to start entirely anew. Moreover, _the circumstances attending the wreck showed the exposure-of this site to be so great that it was thought unwise to adhere to the plan of a pile foundation. The situation of this pier, between the edge of the sand bar and the low-water ' channel, exposes it to more frequent washes and deposits than have been ‘observed elsewhere, while it is also liable to be subjected to the thrust of a heavy bank of sand on the north side, with no counterbalancing pressure on the south side, a danger from which the other piers are free. For these reasons it was determined to treat this as a channel foundation in preparing the new plan, and to extend the full-sized pier down to the rock. To avoid the difficulties of passing through the old wreck, which would have made it necessary to resort _ to the use of compressed air, and which it was feared would have delayed the completion of the bridge through another season, the location of the pier was THE KANSAS CITY BRIDGE. ' 53 shifted fifty feet to the south, reversing the distances between it and the two adjoining piers, and placing the long span, 250 feet, between Piers Nos. 4 and 5. At the location now selected, the rock was assumed to be at an elevation of 55 feet and to be overlaid, during the best working season, with about 40 feet . of sand, which would probably make it necessary to do some portions of the work in 50 feet of water. Borings taken indicated rock at 58 or 59, but were not wholly satisfactory. The methods by which the other deep sand foundations had been put in, though successful, had been very slow, and were likely to prove impracticable when the depth of sand became doubled, while, even if a bottom- less caisson could be sunk to the depth now required, the season between two floods would be found too short to complete the work by putting in a subaqueous foundation of beton, 30 or 40 feet deep. For these reasons a plan was pre- pared resembling in many respects the process which was first introduced in founding the piers of the bridge over the Rhine at Kehl, and which has since been very generally employed by European engineers ; in all previous works, however, the excavation has been made by laborers working in a pneumatic chamber—machinery, if used at all, serving only to remove the material which had first been handled by the men; but in these plans the machinery was so arranged as to be self-feeding, and the excavation was carried on without the use of compressed air. A pier of masonry was to be built in position above water, and sunk to the rock, by excavating the underlying sand with dredges working through wells left in the masonry, guiding the mass in its descent by suspension screws, and keeping the top of the masonry above the surface of the water by building on the successive courses as the sinking continued. A caisson was designed which should serve as a support for the pier in its descent, and which, while of such form as should furnish the best facilities for excavation below, should bear, without yielding, the weight of 40 feet of masonry above, and the pressure of the sand and water against its sides. The construc- tion of this caisson was begun on the 25th of June, 1868, on the north bank of the river, 400 yards below the bridge line. It measured 70 feet from nose to nose, 20 feet 6 inches in width, and 11 feet in height.* The sides were * The plans of this caisson are given on Plate Y. 54 THE KANSAS CITY BRIDGE. built of square timber; the main sills were of oak, 15 inches square, of one piece from shoulder to shoulder; the seven succeeding courses were pine, 8 inches by 12, placed on edge, and the two upper timbers were oak, 12 inches square ; a triangular piece of oak was placed below the main sill. The succes- sive courses were pinned together with two-inch turned pins of oak, and bolted to uprights placed in the angles, and at intermediate distances along the sides ; the outside was covered with two courses of three-inch oak plank, dressed in a planer to an even thickness, the planks of the inner course making an angle of 45° with the horizontal timbers, and those of the outer course being put on vertically, with the smooth side outwards. It was at first proposed to cover the whole with thin sheet iron to reduce the friction of the sand upon the sides ; but experiments made to ascertain the coefficients of friction of sand against various substances, showed so slight a difference between iron and dressed oak, that the covering was not put on. Within this outer wall was placed a second wall inclined inwards ; it was framed of oak timbers, 10 inches square, which rested upon the main sills and bore against a pair of 12 inch timbers, placed parallel with the upper timbers of the sides ; this inclined wall was carried round the triangular ends, the framing being modified to accommodate the angles. Three braces, 15 inches square, were placed immediately above the main sills, extending across the caisson and bearing against the upright timbers ; these served also as the basis of three \/-shaped cross-walls, each formed of two equally inclined rows of oak sticks, 8 inches square, fitted into 15 inch timbers “above ; the lower angles of the cross-walls were formed by triangular pieces of oak, along the lower edges of which ran three iron rods, two inches in diameter, which passed through the main sills and tied the whole caisson together ; each cross-wall was further strengthened by a truss built into the middle of it. The timbers of the inclined walls were thoroughly stayed by iron bolts binding them to the outer walls, and the cross-walls were strengthened by rods connecting their upper timbers ; the interior framing of the starlings was secured by hang- ing it from a truss placed above, and the top of the caisson was tied across, by 2-inch rods placed at the shoulders, and by dovetailing the 15-inch cross-timbers into the sides. The whole interior frame was sheathed with 2-inch oak plank, but the spaces between the double walls were left entirely open above. The cut- THE KANSAS CITY BRIDGE. 55 ting edges of both main and cross-walls were protected by a covering of ;4; inch boiler plate, the plates being bent and cut to fit the angles and corners, riveted together and fastened on with wrought-iron spikes. The combination of the \/-shaped cross walls, with the inclined walls of the sides, divided the interior of the caisson into four bell-shaped chambers, the two central ones being nearly square, and those at the ends of pentagonal form, each having a rectangular opening above five feet and four inches by nine and a half feet. This form is one at once well suited to sustain the weight of super- posed masonry, and especially adapted to facilitate excavation. The caisson is thoroughly braced by the interior walls, and:not encumbered with exposed brace timbers ; the walls and edges are of such form as to act as wedges, which, under the weight of masonry, and by pressure above, feed the sand towards the centres of the chambers where the dredges work ; while, as the cross-walls were placed thirty inches above the outer edge, a diver could have free access from chamber to chamber, should this be found necessary. Twenty-four suspension rods, each twenty-four feet long and two inches and a half in diameter, with the upper end formed into an eye, were built into the walls. They were arranged in pairs, and passed through every square timber in the outer walls, taking hold with nut and washer on the under side of the main sills, the nut fittmg into a square recess cut in the triangular stick below. Highty 14-inch gas pipes were also placed in the caisson, arranged along the sides and cross-walls, and terminating in cast-iron nozzles immediately above the iron plating; they were intended for water-jet pipes, but the sand fed itself so well to the dredges that none of them except those in the angles were ever used. The whole planking was thoroughly caulked, and the interior coated with roofing pitch. A frame, provided with bolt holes, was carefully fitted into the rectangular opening above each chamber, and an accu- rate pattern taken, from which a cover could be made to fit this frame ; so that in case extraordinary obstructions were encountered, the dredge could be with- drawn, the cover or trap placed in the frame, and bolted tight by a diver, converting the chamber into an air-tight caisson, when the obstructions could be removed by working in compressed air. Under other circumstances it would have been preferred to build this caisson 56 THE KANSAS CITY BRIDGE. entirely of iron ; but the distance from adequate iron works, and the absence of boi'er-makers and competent workmen, were unfavorable to doing so ; on the other hand, timber could be obtained without difficulty, and there was no scar- city of carpenters, so that it was thought best to build of wood, which involved much complicated detail and difficult framing. The caisson was provided with a false bottom placed below the cutting edge, over which it fitted like the cover of a paper box, braced against the cross-walls, and secured by iron rods. Five launching ways were placed below, which were carried out into deep water on piles, and the completed caisson was lowered by jack-screws upon five flattened timbers, fitted with guides, and arranged to slide on the ways. The first work done in the river was to drive a compact clump of anchor piles, one hundred feet above the proposed pier; these were driven and pro- tected by riprap before the June flood, but it was thought unwise to drive the false-work piles at that time, because, even if they should remain undisturbed by scour, they would inevitably collect a large amount of drift, which might form an obstacle in the way of sinking the pier scarcely less serious than the wreck of the old caisson. On the 9th of August this danger was past, and the driving of the false-work piles was begun. They were sixty in number, of which forty- eight, two to each end, were intended to carry the weight taken by the suspension screws, the other twelve serving only as supports for the false-works.* The two central piles on the lower end were not driven till after the caisson had been floated into place. The disturbances of the river made the driving of these piles less exact than it should have been, but the irregularities were not too great to be taken out in the platform above ; they were generally driven from twenty-five to thirty feet into the sand, some of them even reaching the rock. The piles were cut off as soon as driven at an elevation of 106.5, a platform was built upon them, and the trusses were raised which were to carry the sus- pension screws. These trusses were seven in number, and proportioned to carry a safe load of 1,000 tons. Hach end truss carried two suspension screws, and.each of the intermediate trusses four, the screws being in pairs, and placed * For arrangement of piles, see Plate Y. pat G) ) ae “—Z aod at a a4 past ay we J2 @ Pan fe ery £3 + as ty “4 ry a = Qs THE KANSAS CITY BRIDGE. 57 to correspond with the rods in the caisson. These screws were twenty-four feet long, ten of them three inches in diameter, and the other fourteen, which had been used in lowering the masonry of the Quincy Railroad bridge, two and a half inches. Ten additional screws of the same size as the latter were kept in reserve. | | On the morning of the 21st of October the caisson was successfully luunched and towed to the’ false-works. Two or three weeks previously a large flat-boat loaded with sand, in attempting to shoot the works, had struck against one of the upper piles and sunk ; the wreck had caused a sand deposit at the pier site, so that, though there was plenty of water to float the caisson, which drew only three feet and a half, it could not be brought under the trusses without removing the suspension rods; they were, accordingly, unscrewed, taken out, and the caisson brought into position, when they were replaced and easily screwed into the nuts, which were held by the square recesses cut in the triangular timber below the sill. This was accomplished in a day, but the want of deep water proved a more serious obstacle in the way of removing the false bottom. It had first been proposed to sink the bottom by throwing in sand, water being already admitted above it, make fast to it with the steamboat, and pull it out below ; the depth of water proving insufficient for this, it had to be broken in pieces, and taken out in small parts, an operation which involved nearly two weeks’ delay, and which, it was feared, would cause trouble by leaving unremoved fragments; au apprehension which fortunately proved groundless. A week later a sand bar, which had already been observed forming in front of the launching ways, had so much increased that it would have been impossible to launch the caisson, so that a tedious portage by land was narrowly escaped. On the 11th of November, the work was begun of filling the spaces between the double walls of the caisson with beton, while the false-works were completed, and the machinery mounted as fast as could well be done.* The false-works were built with three floors; the lower-one, intended for the use of carpenters and masons, was placed at an elevation of 108.7, and made a * Full plans of these works and machinery are given on Plates IV. and V. 8 58 THE KANSAS CITY. BRIDGE. continuous platform extending on all sides of the caisson ; it was generally left open on all sides, but a small house was built at the south-east corner, in which a twenty-five horse-power engine and a donkey pump were placed ; a room was also enclosed in the middle of the south side for the use of the divers, where the air-pump and submarine apparatus was kept. At the south-west corner a stair- case led to the second floor, which was placed on a level with the lower chords of the trusses. This floor extended over the caisson, having four holes in it through which the dredges worked ; it was completely housed in, was provided with work benches, warmed by stoves, and contained the lamp-room and super- intendent’s office. At either end a staircase led to the third floor, a narrow platform, resting upon the upper chords of the trusses, where stood the four hand-crabs used in handling the dredges. . The excavating machinery consisted of four large dredges of the endless chain pattern. They were mounted with vertical telescopic frames of wood, the lower tumbler being attached to a single frame, inclosed by a double frame which carried the upper tumbler ; the boxes of the upper tumbler were set on adjustable blocks.* By this arrangement the dredges could be lengthened to suit the depth at which they were operating, the length being varied from 51 to 85 feet; this was done: by removing the bolts which united the two frames, putting in an additional length of dredge chain, with the proper number of buckets, and raising the outer frame till the length of the added chain was taken up; the bolts were then replaced and such slack as might remain in the chain taken out with the adjusting screws. The entire frames were raised and lowered, independently of this change in their length, by chains which passed through sheaves on the sides of the double frame, and were worked by the crabs on the upper floor. Two of these dredges had originally been used on the Quincy bridge and were now rebuilt to adapt them to this work ; a third was similar, and had been made from the same patterns, though designed in the first instance for use at Kansas City, on the old No. 4 foundation. These three dredges had square tumblers of cast-iron ; the links of the chains measured 22 . inches between centres, and the buckets were bolted on every fourth link * For plans and details of dredges, see Plates V. and VI. The plan on Plate VY. shows the frame of shorter length than that actually used, THE KANSAS CITY BRIDGE. 59 through holes drilled for the purpose. The other dredge was constructed espe- cially for use on this pier; the tumblers were of hexagonal form, made of oak and bound with wrought-iron; the chain links were only 12 inches long between centres formed with upset ends; the buckets, whose form was novel, were placed on every sixth link and held by the same pins by which the links were coupled, an arrangement relieving the links of any transverse strain, the merit of which was proved by the fact that the chain of this dredge never broke ; the hexagonal tumbler was also found to give a steadier motion than the square ones.* A single line of shafting mounted on hangers attached to the trusses, and driven by the engine on the floor below, extended from tie east end of the house till opposite the western dredge ; on this shaft were placed four pulleys, each arranged with clutch and lever, by which it could be thrown out of gear independently of the others, and the power was carried to the dredges by belts driven by these pulleys. The new dredge was mounted at the west end of the pier, and the dredge at the east end was also provided with buckets of the new pattern. These two dredges were worked through bevel gearing, the power being transmitted at any elevation by a pinion sliding on a vertical shaft; the other two were driven more directly by the belts, which were. kept tight under all elevations by a loaded tightener sliding in a vertical frame; the latter arrangement proved the better one. Hach dredge was completely boxed in between the second and third floors, to confine the splash, thus keeping the machinery and works upon the second floor dry and in good working order. The dredges discharged towards the north, the sand falling on inclined troughs which led to the lower platform, from which it was carried off in wheelbarrows, on runways built for the purpose, and deposited a hundred feet north of the works. The machinery for handling stone was on the lower platform. It consisted of a railway and cars, the same which had been used at Pier No. 1, running along the west end of the works, and two travellers running lengthwise with the pier, between the wells and the sides of the caisson. A floating derrick was _ * A patent for the improvements in these dredges was issued to the authors of this work, bearing date January 18, 1870. THE KANSAS CITY BRIDGE. moored on the south side of the works, by which the stones were lifted from the stone barges and placed on the car ; the car was then pushed under one of the travellers, the stone raised by a hand-crab which was placed at the east end of the works till it cleared the car, and drawn forward till opposite the desired point by a steam crab, which was likewise at the east end of the works, and driven by the same engine which worked the dredges, both sets of machinery rarely being worked together. This apparatus was not mounted till the beton in the two lower sections of the caisson had all been put in. Soon after the caisson was brought into position the rectangular openings into the lower chambers had been surmounted by timber boxes ; this was con- tinued from time to time as the sinking progressed, the successive sections of these well walls being made of such height as was found most convenient. When the hollow walls of the caisson had been filled with beton a second section was built above it; this section was an open frame structure, covered with three- inch oak plank dressed in a planer, and similar to the caissons used at Piers 1 and 3; the long sides were given a batter of one in sixteen, but the short sides of the starlings were built plumb ; additional lengths were also put on.the gas pipes. This section, like the lower one, was filled with beton, about one-half the full amount being put in before starting the machinery. The beton was mixed upon the platform, thrown at once into the caisson, and beaten down with a paving maul. It set rapidly, forming a satisfactory compound; the caisson thus became merely the wooden covering of a single artificial stone or monolith, of the form most convenient for the work, and which carried the masonry of the pier above. | » On the 11th of December the ice closed at the bridge line, and the river froze across. A week later the ice, which was still thin, began to rot rapidly under a strong sun, and on the 19th it broke up and went out. No serious damage was done, but a large sheet of ice, jamming above the draw rest, forced inwards the ice along the north shore, which, swinging on a pivot, about the anchor piles above the works, tore out two piles on the north-west corner of the false-works of this pier, the injury being done at one of those points where the exposure was supposed to be least. The damage was soon repaired ; one of the piles had only been bent over, and was drawn back into place ; the other, Tih BZ “Zr THE KANSAS CITY BRIDGE. 61 the corner pile, was destroyed, but the platform was made secure by bracing below. On the 28th of December the machinery was started ; a few unimportant changes were found desirable, but its performance was, on the whole, very satisfactory. For the first week it was driven only by day, while the forces were being organized and drilled to their work. On Moncay, the 4th of Janu- ary, two gangs were put on, and the work proceeded both night and day. Hach gang had a superintendent at its head, Mr. Tomlinson taking the day, and Mr. Bostwick the night shift; a master of machinery had general charge of the four dredges, while two mechanics were assigned to the care of each dredge ; an engineman and fireman tended the engine on the lower floor, another man was given special charge of the donkey pump, and a spare machinist was employed upon odd jobs; a large gang of laborers completed this force ; all the laborers worked under one foremap, and the majority of them were employed in wheeling off the sand, but twelve men were detailed to work the crabs on the top floor, and a few more to tend the suspension screws, while it occasionally became necessary to call in the entire force for the latter work. The same force was, of course, duplicated for the second shift; each gang worked from seven to seven o’clock, the day gang being allowed an hour at noon for dinner, and the night gang being furnished with hot coffee at midnight. Hight vertical rods, graduated into feet and tenths, were fastened on the sides of the caisson, one at each end and shoulder, and one in the middle of each long side ; they served as gauges to measure the descent, eight blocks placed on the platform opposite them, at an elevation of 109, answering as reading fingers ; the gauge at the west nose was numbered one, that at the south-west shoulder, two, and so on continuously around the pier. The dredges were also numbered from one to four—the new dredge at the west end being number one. A full journal of the progress of the sinking was kept by the superintendent, from which a set of tables, illustrating the behavior of the pier and conditions of the sinking, were prepared. These tables, which give the best illustration of the actual working of the plan, are printed in Appendix E.; they contain a statement of: 1st. The number of hours’ work performed by each dredge, with 62 THE KANSAS CITY BRIDGE. the estimated daily excavation. 2d. The readings of the gauges, daily progress, and average elevation of the cutting edge. 8d. The soundings opposite each gauge, and average elevation of the sand surrounding the pier. 4th. The dis- placement and the actual and effective weights of the pier. dth. The area of the surface in contact with the sand, and the effective weight for each square foot of such surface in contact, with estimated friction. The material dredged was at first a soft sticky silt, which could be handled only in connection with a large amount of water in the form of a thin, flowing mud. The work was conducted very carefully, the gauges were constantly watched, and the screws were tended continually ; with these precautions little difficulty was experienced in keeping the pier true ; after it had been sunk ten or twelve feet the surrounding sand answered as a guide, and less care was required to regulate the descent. Owing to the weight of the pier and the care with which the machinery had been arranged, the sinking proceeded at a very much more rapid rate than had yet been accomplished with the bottomless caissons, and exceeded the expectations of the engineers. On the 6th of Jan- uary, only two days after both shifts of men had been put on, the work had to be suspended, because the beton could not be put in fast enough to keep pace with the descent, and from this time forward the chief difficulty lay in building up the pier rather than in sinking it. The water jets were found to be of less - service than had been anticipated, the wedge-shaped edges feeding the sand to the dredges without their assistance ; streams of water were occasionally passed through the pipes at the nose and shoulders, and all the outside pipes were lengthened as the height of the caisson was increased, but those in the cross- walls were allowed to be buried up in the beton. On the 7th the machinery had to be stopped again, and it remained idle nearly a week; on the 8th the beton was nearly all in, reaching to the top of the second section. A third section had meanwhile been added, twelve feet high, the end walls of which were at first made only one-half this height, to facilitate handling the stone. On the 9th the river rose about a foot, causing a strong current on the south side of the works, which was found to have increased the depth of water from nine to seventeen feet, so that the pier began to settle over slightly, till held by the suspension screws ; one hundred and fifty gunny Marc] RIDG hth H pleas aD nd 1 20 G Ui Ene THE KANSAS CITY BRIDGE. 63 bags were filled with sand and thrown overboard among the piles and along the side of the caisson, which suspended the scour. On the 13th the masons began work, laying the first course of stones on the hardened surface of the beton ; in the evening of the same day the dredges were again set in motion, and the work of sinking resumed. The following day the river began to rise again, repeating the scour of the preceding week ; the wash was again restrained by the use of sand bags, over five hundred of which were thrown around the works on this and the two succeeding days. This method of protection was found effective, while it was free from the objections which prevented the use of riprap ; if stones had been thrown around the pier it was feared that they might work under the edge of the caisson and obstruct the descent ; the sand bags might also work under the edge, but their soft and yielding nature would prevent their doing harm ; some of them did actually find their way inside of the caisson, and one was brought up in a dredge bucket uninjured. ) It being found impossible to lay masonry as fast as the dredges could sink the caisson, the plan was adopted of running the machinery only by night, and giving the masons every convenience for work by day. Mr. Tomlinson then took charge of the night shift, and the pier was sunk for the remaining distance under his directions. The masons were often unable to do more than set the face stones of a course, together with a few of the heavier pieces of backing, in a day, in which case the night force would be employed during the first hours of their shift in backing up with beton. The material excavated had changed to a coarse sand which was easily handled, each dredge throwing six full buckets in a minute ; the pier also settled more rapidly than hitherto, sinking five inches in an hour when everything was working well. The lower platform and the second floor were lighted by locomotive head-lights, which threw a strong glare over the works and men, and a visit to the pier late in the evening, when the machinery was all working to its best advantage, and half an hour showed a decided settle- ment, became a very interesting thing. On the 19th, a pile top was found buried in the sand below dredge No. 2, which was secured by a diver and drawn out with little trouble. The next day some timber, supposed at first to be the branches of a large snag or tree, was 64 THE KANSAS CITY BRIDGE. discovered under the lower end of the caisson. An additional diver was sent for, and after a few days’ delay the log was cut through and drawn out, when it was found to be a broken pile, probably belonging to the works of the wrecked foundation. Another old pile was found near it, which extended from outside of the caisson nearly to the centre of the eastern chamber, passing under the cutting edge ; a line was made fast to it and attached through a set of falls to the upper false-works, and held in this manner while the sinking proceeded ; on the 1st of February, this pile broke off under the cutting edge and was drawn up through the well hole ; it proved to be a stout hickory stick, nearly a foot in diameter, and showed a rough broom-like fracture ; it had been carried down with the caisson several feet before breaking, and the outside portion still remained under the edge, where it was found by a diver when the caisson had nearly reached the rock. While the divers were at work upon these sticks, it became necessary to jet away the sand around them, thus forming a cavity close to the edge of the caisson ; in two or three instances this caused sand slides, the sand suddenly caving in, filling up the cavity and raising the water in the wells; at one time the water in the wells was raised three feet above the level of the river, when the soundings showed a hole ten feet deep outside the caisson, over the point where the slide occurred ; this, however, was soon filled up by caving in and by fresh deposits. _ On the 3d of February, the masonry was finished to the top of the sill of the fourth section, which had now been added, or thirty-nine feet above the cutting edge; as this was less than two feet below the point at which the ice-breaker courses were to be started, it was thought best to lay no more masonry till a permanent bearing had been reached upon the rock. Borings recently taken had found the rock at an elevation of 56.6, though the auger had apparently been disturbed by loose stones three or four feet before it reached that depth. In the evening of the 4th the pier settled rapidly; the machinery had never worked better, and six inches descent was noticed in an hour ; but at mid-night it came against some hard substance and almost stopped. The diver at first reported rock, but the pier went down nine inches during the next three days, and though the dredges threw out a large number of loose stones, the obstruc- tion was found to be a mass of clay under the south edge; the upper section THE KANSAS CITY BRIDGE. 65 was filled with sand, and under the pressure of this additional weight, seventeen inches more descent was obtained. It was evident, however, that the bed rock was covered with about three feet of loose stones mixed with a moderate quantity of stiff blue clay ; the foundation would probably have been perfectly safe if kept where it was, but it was still thought best to place it directly upon the rock. An additional number of divers were engaged, and on the 16th of February, a force of eight divers with four air-pumps and the proper complement of tenders, was ready for the work; they were divided into two gangs, and the work was prosecuted both night and day, one man working in each chamber. The depth of water in the wells was about fifty feet, and to render the work less burdensome, the water was warmed by sending steam down the water jet pipes. The stones were removed singly from under the edge, piled up in the centre of the walls, and placed in the dredge buckets; the dredges were worked for a short time after the divers had come up, bringing up the smaller stones; the largest rocks were left below. The stones were of all sizes, from small pebbles to boulders containing two or three cubic feet ; the larger ones were mostly of limestone, and showed few or no signs of wear; the smaller pebbles were well rounded, and of diverse geological character, presenting a strange collection of the different formations found on the eastern slope of the Rocky Mountains ; sandstone, granite, moss agates, and many other minerals were mixed in wild confusion, while bits of water-charred wood, reduced almost to pure coal, and several varieties of teeth, were found among them; an Indian arrow head was also picked out of the lot. On the 10th of March the rock was reached, at the elevation of 56.6. A hole was drilled into it five feet, as had been done at the three other channel foundations, and no sign of any flaw or weakness discovered. A row of bags, filled with freshly mixed beton, was placed around the edge, as had been already done at two of the other foundations, and the dredges were removed and the wells filled up with beton, laid under water, with the same boxes that had previously been used at Pier No. 2. Divers were still employed, to make sure that the beton filled up the whole space of the lower chambers, packing well in towards the edges, and covering the boulders which had been left piled in the centre ; the sand was thrown out from above the masonry, and the upper sec- 9 66 THE KANSAS CITY BRIDGE. tions of the well walls were torn away, to secure a por bond between the masonry and the filling of beton. The layer of boulders had been the cause of considerable delay, while it had also been productive of some additional expense ; but the character of the larger stones, which, by their roughness, showed that they were seldom, if ever, disturbed by the water, indicated the perfect security of a foundation put in at: this depth ; and the mere presence of such material was equivalent to three feet of riprap protection around the base of the pier. The false-works were stripped, the trusses taken down, and on the 26th of March nothing remained above the lower platform. A fifth section was added to the caisson as a security against any rise in the river ; a derrick was mounted on the platform on the north side of the pier; on the 2d day of April the laying of masonry was resumed and the pier was built up at once. This foundation, which from its situation might fairly be regarded as much the most difficult on the work, became, in its final execution, the most success- ful of all, and was put down in a less time than was consumed on any other deep foundation. The plan here adopted is believed to admit of wide applica- tion ; and, while it is more expensive than the simple foundations which are used in ordinary streams, it becomes a cheap method of founding in deep and unstable bottoms. By slight modifications it can be combined with the pneu- matic process, in such a way as to allow extraordinary obstacles to be removed. by men, while the entire sand excavation is made by machinery. It is also applicable to foundations of extraordinary depth, where the pneumatic process must fail from the inability of the men to stand the air pressure ; it could be carried to a depth double that to which pneumatic tubes or caissons have been sunk, with the occasional use of the air chamber for a very short time ; and if this be entirely dispensed with, it may even be extended to a depth of several hundred feet in clean sand, or with machinery sufficiently heavy to remove obstacles.* * A patent for this method of founding has been applied for by the authors of this volume. THE KANSAS CITY BRIDGE. 67 PIER No. 5. Although the loss of the first caisson made Pier No. 4 practically the last foundation begun, No. 5 was the pier on which the original work was latest taken in hand. The erection of the caisson was begun on the 20th of January, 1868 ; it was built in position on a dry sand bar, and in general form and con- struction it was similar to the caissons used for Piers 1 and 3; the upper end was built entirely of square timber, the cutting edge was made by cutting off the vertical planking with a bevel, and the spaces between the timbers were filled with rubble masonry. A cluster of anchor piles was driven fifty feet from the upper nose, and the false-works, with their supporting piles, were placed inside of the caisson. The object of this device was to arrange the works in that form best adapted to withstand the washing of the spring floods, but the site of the pier proved to be beyond the range of the scour and the precaution a need- less one. The lower section of the caisson was finished on the 13th of Febru- ary ; it was attached to 12 long screws, eight of which had been previously used at Piers 1 and 3, raised from the blocking it was built upon, and lowered to the ground.* After the wreck of the old caisson at Pier No. 4, the machinery which had been in use there was set up at No. 5, and dredging was begun on the 26th day of March. The small dredge used at Pier No. 3, and asecond large dredge which had been used on the Quincy bridge, were shortly added to this equip- ment ; the three dredges were mounted above the caisson, the small dredge being placed in the middle, and one of the large ones at each end, all discharg- ing towards the south ; they were driven by a single 25-horse power engine, the one subsequently used to drive the whole machinery at Pier No. 4, which stood on a platform built on piles directly north of the caisson. The sinking went on very slowly; the sand did not flow readily to the dredges, and the amount of excavation was greatly in excess of the displacement of the caisson. The dredges often dug out holes, working down 8 or 10 feet below the base of the * For plan of this caisson see Plate VI. 68 THE KANSAS CITY BRIDGE. caisson, while the material under the edge was but slightly disturbed ; the sand round these holes would then fall in, bringing with it considerable quantities of sand from the outside ; but the slides seldom extended far enough along the edge to cause any material settlement in the caisson. A water jet, attached to a long piece of gas pipe, and handled with lines from above, was passed around the edge of the caisson on the inside, which helped greatly to clear away any interior sand bearing, to level off the material, feed the dredges, and let the caisson down ; the dredges were usually run during the greater part of the day, excavating a moderate quantity of silt and sand, but causing no perceptible descent ; they were then stopped, and the pumps started, when an hour or two of jetting would be accompanied by a few inches settlement. The material excavated was at first a fine silt; but as the depth increased it changed to a coarse sand, in which were found occasional masses of clay, and a few stones. In one instance the caisson reached what appeared to be a thin continuous layer of clay, which the dredges worked through without producing any general effect, and which had to be cut in pieces with chisels from above. On the 27th of April a second section was added to the caisson, which was loaded with a wall of rubble masonry, between the timbers, like the first section. On the 5th of May the machinery was stopped, the dredges rearranged by transferring their support to the top of the second section, and started again on the 14th. To secure additional weight, a box five feet by four was built around the caisson, supported by brackets on the outside and filled with sand. On the dth of July a third section was added, and the sand boxes were raised to prevent their taking a bearing on the outside sand. About this time the summer flood covered the sand bar, so that these works could only be reached in boats. The level of the bar, between this pier and No. 7, was raised by a fresh deposit of two or three feet of silt, and its general line was extended about twenty yards towards the south, carrying it beyond the site of No. 5, but no material changes occurred immediately around the caisson ; the current caused by the obstruc- tions of the work, and the frequent sand-slides about it, prevented the accumula- tion of any deposit, leaving the works in a little bay by themselves, and the operations were not in the least disturbed by the high water. On the 15th of August the base of the caisson reached an elevation of 80, en nm THE KANSAS CITY BRIDGE. 69 30 feet below the level of the adjacent sand bar ; the character of the material in which the dredges were working, it being more of the nature of a gravel than ‘ of a fine silt or sand, showed that scour rarely reached below this depth, and that it could be confined to a higher level by the moderate use of riprap. For these reasons it was determined tu stop the excavation here ; the machinery was removed, the upper section taken off, and two pile-drivers were mounted on a timber scaffolding above the caisson ; a steam-engine on the shore supplied the driving power, and on the 10th of September pile-driving was begun. The piles were provided with cast-iron shoes ; each shoe was cast hollow, with a round hole at the point, and fastened to the pile by four wrought-iron straps moulded into the casting ; a groove was cut with a broad axe in the side of the pile, and in it was placed a gas-pipe, the lower end of which terminated in a hole in the head of the shoe; the gas-pipe was connected with a donkey pump by a flexible hose.* The pile, with its attachments, was placed in the leaders of a common pile-driver, and the pump started, which forced a stream of water directly out of the point of the pile ; the hammer, weighing 2,200 pounds, was lowered gently upon the head of the pile, which would settle from 12 to 15 feet as the sand around it was loosened by the jet; the hammer was then raised and a few gentle blows struck, after which the pile was driven by repeated hammering as far as length would permit ; an iron-bound follower of oak was then placed upon it, and the driving continued till no settlement what- ever could be observed. One driver was placed at each end of the caisson, and the two worked forward till they met at the centre ; the driving was very slow, it usually requiring 24 hours to set a pile and drive it home ; the piles were placed and driven as far as possible by day, and then followed deus by night. Borings had found rock at an elevation of 48.5, 31.5 feet below the base of the caisson, and a record was kept by the foreman of the depth attained by each pile ; nearly all of those first driven reached the rock, but as the work proceeded the sand became more compact, and it was found impossible to force down the last 40 piles to that depth. One hundred and forty-four bearing piles were driven, some of them being struck over 1,000 blows, besides about a dozen piles along the sides of the caisson to serve as stiffeners. * This shoe is shown on Plate VL 70 THE KANSAS CITY BRIDGE. The pile-driving was completed on the lst of December. The piles were then cut off under water at an elevation of 89.9 with a circular saw suspended | from a movable frame and worked by six men. The space amongst the piles, above the sand, was filled with beton, which served to tie the piles together, and, being enclosed by the caisson, would of itself form a sufficient foundation, if not undermined by the scour. The pit was then pumped dry and the piles were capped with flattened sycamore sticks, on which was laid a second course of timber of the same kind, the hollow spaces being all filled with beton ; on this the masonry was started on the 14th of January, at an elevation of 91.1. During the low-water season, after the completion of the bridge, a large quantity of heavy stones which had been left over from the masonry, were collected and placed around the base of this pier, forming the foundation of a substantial riprap protection. PIER No. 6. A few piles were driven on the proposed site of this pier in the spring of 1867, the locations of the piers being then so arranged as to divide the distance of 577 feet between Piers 4 and 7 into three equal parts. After the summer flood these few piles were found to have collected a quantity of drift and roots, which was partly buried in the sand bar, and could be removed only with difficulty ; the location of the pier was accordingly moved 15 feet to the north, or to a point 400 feet from the old site of Pier No. 4, and these obstruc- tions were avoided. ; On the 3d of September, 1867, work was begun by driving an enclosure of sheet piling. The sheet piles consisted of pieces of four inch oak plank, the edges grooved and pointed to fit one another, and the lower ends sharpened to a feather edge. They were driven between wales, which were bolted on square timbers previously driven, a wooden follower being interposed between the iron hammer of the driving engine and the planks.* On the 28th of September the enclosure was completed, when a pit was dug with shovels within the piling ; the excavation was carried to a'depth of 15 feet below the sand bar, reaching * The plan of this enclosure and a detail plan of the form of sheet piles are given on Plate VI. THE KANSAS CITY BRIDGE. Th an elevation of 94 ; the sheet piles were driven down as the work proceeded, and the water kept out by a steam-pump. Three pile-drivers were then mounted over the pit, and the bearing piles of the foundation driven ; these were 90 in number, and their average penetra- tion was a little more than 30 feet. The drivers were at first worked by horse- power, but this was found unprofitably slow, and two of them were afterwards worked by steam. This done, the pit was again pumped out on the 16th of December, and the excavation carried a foot and a-half lower. The sand was dug away from the outside of the sheet piling for eight or ten feet, to relieve the pressure, but it was found difficult to excavate much faster than it flowed in on the inside’; the water also came in in such quantities that the two centrifugal pumps were required to keep it down. The piles were then cut off with axes and the heads worked smooth ; they were capped with flattened sycamore sticks, on which a second course of timber was laid, which was planked with four inch oak plank, finishing at an elevation of 94.7. On this the masonry of the pier was begun on the 3d of January, 1868. The pier was built up at once, the pit around it being filled with riprap. PIER No. 7. As early as February, 1867, an excavation was made in the side of the bank, at the site of this pier, and in this the foundation piles were driven at once. They were 73 in number, and their average penetration 27 feet ; their driving occupied about a month, from the 27th of February to the 27th of March. The excavation was then resumed around the piles, but after a week’s work the men were driven out of the pit by the rising water of the April flood. The water continued too high for the work to be resumed till after the summer floods ; when it fell in August no trace of the foundation could be seen, the piles having been completely covered by the deposit of sand. The pier was therefore located anew, an excavation made at the site, and the buried piles dug out, in nowise injured by their premature inhumation. A rough enclosure of sheet piling was driven, and the excavation continued below ; the water came in rapidly, working its way through the porous soil, and making the excavation 72 THE KANSAS CITY BRIDGE. exceedingly troublesome. The piles were cut off and capped, and the masonry started on the lst of October, at an elevation of 101.1. The earth was after- wards replaced around the pier and carefully paved with rubble, effectually excluding the timber-work from the air, while the moist nature of the soil renders it as imperishable as if perpetually below the level of the water in the river. CHAPTER IV. MASONRY. THE contract for the masonry of the bridge was originally let to Messrs. Vipond and Walker, of Kansas City. On the 1st of July, 1867, Mr. Walker retired from the firm, and his place was supplied by Mr. J. H. Burns ; on the 25th of November, in the same year, Mr. Vipond died, and the work under the contract was completed by Mr. Burns. By the terms of the contract the Company agreed to furnish all derricks required for handling’ stone, both at the quarries and on the river, and also stone-boats for transporting stone to the pier sites, and the use of their steam- boat to tow these boats to the points desired. The contractors were to furnish all smaller tools, to provide power for the derricks, and to keep derricks and boats in repair while in their use. The cement was to be purchased by the Company and charged to the contractor at cost. The stone used was limestone, the greater part of which was quarried in the bluffs south-west of the city, and within three miles of the bridge site ; a quarry was also opened on the north side of the river, from which a portion of the stone used in Piers 5 and 6 was obtained. Several varieties of stone were worked, the best of which was a compact blue limestone, of nearly uniform color, found in continuous layers varying from 16 inches to two feet in thick- ness. As this stone could not be obtained in large quantities without very expensive stripping, its use was confined to the ashlar work of the upper parts of the piers ; the whole of the piers, below the top of the ice-breakers, was built of a more coarsely grained stone, of a white or gray color, which worked into thicker courses than the blue stone, and which was used for backing throughout. The stone was quarried in the summer and early autumn of 1867, so as to allow a sufficient time for seasoning ; it was found in general to stand the frost well, 10 74 THE KANSAS CITY BRIDGE. with the exception of one lot of very heavy stones from a single quarry ; these were badly broken by the first heavy frost of November in that year, and the products of that quarry were condemned for dimension work above low water. The specifications required the work to consist of the best description of rock-range work, the face stones to be cut, squared, and bedded with one- quarter inch joints, and with the vertical joints cut back at least nine inches from the face ; the ice-breaker faces were to be cut smooth, and drafts cut on all angles; the shoulders and corners were to be trimmed so as to have no projection exceeding one inch and a quarter, while no projection exceeding four inches was to be allowed on any part of the pier. The whole size of the top of each pier was finished smooth, and the stone bush-hammered, the face of the coping being also trimmed almost smooth. The face stones were fastened together by iron cramps of inch round iron, as high as the top of the ice- breakers, and this system of dowelling was continued at the shoulders up to the overhanging courses, where it was again extended to. the whole face. The backing was formed of heavy uncut stone, laid in full mortar beds, the crevices being filled with smaller stones laid also in mortar. The whole amount of. masonry was laid in hydraulic mortar, the usual proportions of the mixture being two parts of sand to one of cement; in the upper courses, which are rarely or never exposed to the water, this mortar was mixed with a paste of fat lime. The hydraulic cement was of the well-known Louisville manufacture, the greater part being purchased from the Falls City Cement Company, The masonry contract included the beton used and the riprap thrown around the piers, though not the river protection above the bridge. The beton was formed of broken limestone, sand, and cement, the proportions varying with the purpose for which it was used. The stone was broken by hand into pieces that would pass through a three inch ring. The method of preparing the beton for use, was to mix the mortar separately in a grout box, and then pour it with pails over the stone, which had previously been spread evenly over the floor and moistened with water to remove all dirt ; the mixture was then rapidly turned over with shovels and deposited at once in its place. If placed at once under water, it was lowered carefully in boxes of the patterns already described. The beton used at Pier No. 3, was formed of six parts of stone to | wi aad . THE KANSAS CITY BRIDGE. 75 three of sand and two of cement, a slightly larger proportion of cement being used in the first few feet. It was found, however, that so large a measure of sand was not favorable to the rapid setting which is important when the beton is exposed to the water from the very first, and in the subsequent foundations this proportion was changed ; the beton used at Pier No. 4, consisted of eight parts of stone to two of sand and three of cement; that used at Pier No. 2 had nearly the same constitution. In laying beton under water considerable inconvenience was found from the Jlaitance which formed in large quantities, especially if the mortar had been mixed too thin, or if the water was very cold ; it was sometimes necessary to suspend the work for a day or two, and pump out the dactance, but it was generally found sufficient to pump for a few hours every night, though when working in this manner care had to be taken to avoid washing the beton before it had set. Both masonry and beton were laid in extremely cold weather, the use of hot sand and water being found to make this perfectly practicable. The sand was heated in large sheet-iron braziers, and the water warmed in cast-iron kettles, one of each being found sufficient to supply the force working on a pier. The heat, which was thus artificially given ‘to the mortar, hastened its setting, causing this to take place before the mass had cooled enough to make freezing possible. The form of pier adopted is somewhat unique, and was selected from the advantages it was thought to offer in combining a roomy bridge-seat with a slender and graceful pier. The accompanying lithograph, representing Pier No. 1, and taken soon after its completion, shows the general form of the oblong piers.* These piers are built with a side batter of three-quarters of an inch to a foot, or 1 in 16, and the same on the starling; the ice-breakers have a batter of six inches in a foot, or one in two, giving to the cutting edge of the nose a retreat of eight inches and a-half in each vertical foot. The angle made by the two faces of the starling, measured on a horizontal plane, is a right angle. The ice-breakers finish at an elevation of 116, this bemg considered the greatest height at which the ice will ever move in the river ; the height at * The full plans of the several pieces of masonry are given on Plate VII. 76 THE KANSAS CITY BRIDGE. * which they begin varies from 97.5 to 100, the latter being the height fixed by ' the original plans, and adopted on Piers 1 and 6, but subsequeutly changed on observing the exceedingly low stage at which the ice went out in 1868. The ice-breaker nose is protected by a heavy plate of cast-iron, and the shoulders are carefully dressed to a curve ; this cutting being done after the stones were laid in the pier. The overhang of the cornice is one foot on each side of the pier, and two feet on the starlings, making two feet and ten inches on the angle of the nose. All the oblong piers have the same total length, the difference being in their thickness. Piers 1 and 3 finish eight feet thick at the neck, and ten feet broad on top ; Piers 4, 5, and 6 finish seven feet thick at the neck, and nine on top ; and Pier No. 7, six feet at the neck and eight on top. As Pier No. 7 is situated within the line of the shore it was built without an ice- breaker. All of those piers finish at an elevation of 145.6. The pivot-pier is of circular form, 29 feet in diameter, and built plumb with- out a batter. The cornice has an overhang of one foot and a-half, making the diameter on top 32 feet. This pier finishes four inches higher in the centre than on the circumference, this difference being made to accommodate the dimensions of the turn-table ; its elevation on the outside is 142.24. The two pillars ‘on the bank are of square section, measuring seven feet and eight inches on top and finishing at the same height as the oblong piers. The south abutment is built with its ends parallel to the trusses of the 68 foot span, and finishes at an elevation of 147.10. These sizes make the actual clear openings of the draw 160.38 feet, at an elevation of 100, the lowest navigable stage of water ; 162.8 feet at the neck of the piers, where the piers are narrowest, and 160.25 feet between the copings. The first stone laid was in the south abutment, on the 21st of August, 1867 ; work was suspended here during the building of Pier No. 1, and the abutment was not completed till the latter part of December. The pillars were begun in December immediately after the completion of the abutment, and finished in the following month. The time occupied in building the several piers is shown by the following table : a AT ogo = ae Te a aii hail — Sa oS ae wr bk THE KANSAS CITY BRIDGE. iT Pier No. 1, First stone set October 16, 1867. Pier completed November 30, 1867. “ 2, ‘6 February 20, 1869. “ April 21, 1869. «3, “ May 28, 1868. “ September 14, 1868. ‘6 4, * April 2, 1869. ‘6 May 5, 1869. “ 5, a January 14, 1869. March 9, 1869. “ 6, a January 3, 1868. i February 14, 1868. “ 7, ‘ October 1, 1867. “ November 15, 1867. This does not include the masonry laid in Pier No. 4 during the sinking of the foundation. | The masonry of Piers 1, 2, and 3 was laid entirely with floating derricks, which were also used to some extent at Pier No. 4.* These tools were found among the most serviceable parts of the bridge outfit, and admirably adapted for use on the Missouri river ; by chaining them to the sides of the caissons, or lashing to them spars which rested on the bed of the river, all difficulty from lurching under heavy loads was obviated. The three northern piers, as well as the south abutment and pillars, were built with land derricks of the ordinary pattern. The amount of masonry and beton in the several piers is given below. These quantities are the actual amounts returned in the contractor’s final estimates, but include only what forms a part of the permanent work, taking no account of the rubble masonry used in weighting the caissons for Piers 2, 3, and 5, nor of the beton placed in the draw rests: South Abutment,...... 197 cubic yards Masonry. Pillars,......0 00.00.00 90 “ “ Pier No. 1,............ 1,234 $ “ OD cece tence 1,199 “ “ 767 cubic yards Beton. ees 873 “ “ 833 i « Ay ce cee eee 1,109 “ “ 1,169 o “« Bye cece eee e es 820 “ “ 333 “ « nO eee 656 “ “ Tn c eee ecteoes 434 “ “ * Plate VIIL CHAPTER V. SUPERSTRUCTURE. In the early part of August, 1867, letters were sent to a number of prominent American bridge-builders, inviting proposals for the superstructure of the Kansas City Bridge. These letters were accompanied by sets of specifi- cations of general character, which were intended to serve rathef as an indica- tion of the quality of bridge wanted, than to contain the precise requirements of a contract. The lengths of the several spans, and the uses for which the bridge was building, were given in these specifications ; they also stated that it was designed to build the draw entirely of iron, and the fixed spans of a combination of iron and wood, the latter material being used used only to resist compressive strains ; the moving loads to be assumed in the calculations were specified, as well as the strains to which the iron might be subjected, and the factor of safety to be used in the wooden parts. The builders, however, were invited to propose any form of truss which they might select, submitting plans of the same if novel, and to suggest such departure from these specifications as might in their judgment seem wise, with the reasons for the change, and a statement of the benefit resulting therefrom. At the same time a set of plans for the fixed spans was prepared by Mr. Tomlinson, under the direction of the chief engineer, which were to be adopted only if, on a fair examination, they were found to be preferable to those submitted by outside parties. It had been intended to pre- pare plans for the draw as well, but in consequence of the mass of detail which this would involve, and the shortness of the time, it was found impossible to do so. Nine sets of proposals were received from five different parties, two being on the common Howe truss plan, with both chords of wood ; of the other plans, three were adaptations of the Pratt truss, one being entirely of iron, and the THE KANSAS CITY BRIDGE. 79 remaining four were respectively examples of the Post, the double and the single triangular, and the Fisk suspension trusses. On the 30th of October the con- tract was let to the Keystone Bridge Company, of Pittsburg, Pa.; the fixed spans were to be built according to the plans supplied by the chief engineer, the iron in them being paid for by the pound, and the timber by the foot ; the draw was to be built, according to the contractors’ design, for a fixed sum ; subject, however, to such alterations as might be suggested by the chief engineer, the Company to have the benefit of any saving which might result from such changes, and to pay any extra cost which they might involve. Under this provision certain changes were suggested in the depth of the truss and arrangement of panels, which resulted in a material reduction of the cost. By a subsequent arrangement a pony truss of wrought-iron, made by the con- tractors from their own designs, was built, in place of the composite structure proposed by the engineer for the shore span of 66 feet. The general design of the fixed spans is that of a double triangular truss or trellis girder, in which the top chord, posts, and braces are of wood, and the other members of wrought-iron, cast-iron being used in the details and con- nections. This combination, which has been used as yet only to a limited extent, is believed to overcome the most objectionable features of a wooden bridge, avoiding the wasteful connections which accompany the use of wood in tension, and disposing of the bulk of the perishable material in places where it can easily be protected ; besides this, the character of the butt-joint connections, used to take compression, is such, that worn out parts can be removed and replaced by others without disturbing the remaining parts of the structure; it is also possible to replace the wooden parts by iron, and thus gradually convert the bridge into an iron structure without the expense of false-works or the intermission of traffic, The braces, which are always open to the air on all sides, are exposed to moisture only during the actual prevalence of a storm, and would therefore be well protected by a thorough coating of paint. The top chord can be covered in, and thereby thoroughly protected from the weather, without perceptibly increasing the wind surface of the bridge. The only danger to which such a bridge can be exposed is that of fire, and if the wood-work be painted throughout with mineral paint, and a watch kept, which is always 80 THE KANSAS CITY BRIDGE. necessary at Kansas City, men being constantly needed to tend the draw, and collect tolls, this danger is reduced to almost nothing. The trusses of the five fixed spans measure respectively 130, 198, 248, 198, and 176 feet, the difference between these distances and the lengths of spans, given in the preceding chapters, being the allowance made for pedestals, wall-plates, and clearance room. The two shortest of these have straight parallel chords, the depth of truss being 22 feet; the same depth is retained at the ends of the larger spans, but in them the upper chord is arched so as to increase the central depth to one-eighth of the length, the inclination of the braces being kept nearly constant by varying the lengths of the panels. The upper chord of the 130 fo ot span is formed of three pieces, packed in the usual manner ; in the other spans the chord is of five parts, and supplemented at the centre by a sub-chord of two parts. The lower chords are of wrought-iron upset links with pin connections, made under the Linville and Piper patent. The end posts and braces bear upon a cast-iron pedestal, which rests on a wall- plate likewise of cast-iron, carefully fitted to the masonry, and well bedded with mortar; at one end of each span a set of rollers is placed between the pedestal and the wall-plate. In place of the ordinary square ends the braces are cut with two end faces, which make an obtuse angle with one another, and the angle blocks are cast to correspond ; this device makes it impossible for a brace to slip upon its bearing. The ties are of square iron, with a welded loop at the lower end, passing around the chord pin, and a screw cut on the upper end, which is previously upset, so as to leave an equivalent area after the cutting of the screw. In the 130 foot span both the main and counter braces are single, the counters bearing upon cast-iron brackets placed on the sides of the main braces ; the main and counter ties are in pairs running along the sides of the braces. In the other spans the main braces are in pairs, and the count- ers, which are single, pass between them. _ In the 176 foot span both sets of ties are in pairs, the main ties passing outside of the main braces, and the counter ties between the main and counter braces. The arrangment of ties is the same in the central panels of the 198 and 248 foot spans, but in the panels near the ends there are four main ties, two passing outside the main braces, and two between them and the counter. In all the spans the counter ties are carried THE KANSAS CITY BRIDGE. 81 only so far as the stiffness requires, but a counter brace is placed in every panel to take a bearing in screwing up the main ties. The most novel detail of this truss is the top angle block ; this is of cast- iron and formed of three forms of castings.* The respective parts are: First, the angle-block proper or brace-bearing, which is placed below the chord, and receives the ends of the braces in the central panels of the four largest spans; this is cast with extended ends, to form a connection with the sub-chord. Second, the keys, which pass through the chord in much the same manner as ordinary packing blocks ; they are cast hollow, in as many parts as there are spaces between the cnord timbers, and with side plates to receive the ends of the timbers whenever a joint is broken. Z’hird, the washer plates, which rest on the top of the chord and carry the nuts of the ties ; the plates for the main and counter ties are cast separate. The brace-bearings are cast with flanges extend- ing. their whole length, which fit into grooves cut in the chords, and bear against the cast-iron keys; the ties pass through the hollow keys, nowhere com- ing in contact with the wood of the chords. As the ties take hold of the washer- plates above, and the braces rest against the bearing below, both of which bear upon the keys, the strain is distributed, from the first, through the whole section of chord, instead of being thrown entirely upon one edge, as is usual in wooden bridges. The keys also serve to throw the vertical component of the strain in the ties, directly upon the braces, without the mtervention of the soft wooden chord. The lower angle-block, or brace-bearing, is cast in a single piece, having a series of webs on the under side through which the pin passes. The top laterals are of the pattern commonly used with the Howe truss, except that the bearing of the half struts is taken by small castings placed around the centre of the long strut, instead of being thrown directly upon the wood. The bottom laterals have cross struts and diagonal ties, each strut extending from the foot of a post to the opposite point on the chord-link of the other truss; the ties connect at one side with an eye-plate which fits over the chord-pin, and at the other with bent rods attached by nuts and a casting to * These details are shown on Plate X., which contains also the general plans of the 248 foot span. Plate IX. contains a general elevation of the bridge, and some plans of the 176 foot span. 11 82 THE KANSAS CITY BRIDGE. the chord-link ; each tie is in two parts, the adjustment being made with a sleeve nut. The floor beams, of which there are two in each panel, are formed of two pieces of pine, each six by fifteen inches, placed side by side and trussed ; they are placed above the lower chord and rest upon cast-iron plates with raised centres, by which the weight is distributed equally upon the several links. Owing to the skew of the bridge, which is reduced. to six feet three inches in the superstructure, the two floor beams which come in the same panel on one truss are divided on the other. The floor stringers, running lengthwise with the bridge, are seven in number, those under the rails being each formed of two pieces of seven by fourteen inch pine ; on these are laid two courses of one and a quarter inch matched flooring placed diagonally, the planks of the second course crossing those of the first, three layers of tarred paper, heavily coated - with fresh roofing pitch, being placed between the two; on these is laid a Nicholson pavement four inches thick, the whole being covered with sand and pitch in much the usual manner. The rail is of the street rail pattern, weighing 68 pounds to the yard, and made at the Palo Alto Rolling Mill, at Pottsville, Pa. ; it is laid on a longitudinal strip of oak resting upon the pine flooring. The floor is given a slight arch, and is drained into gutters on each side, which discharge through cast-iron scuppers, placed at such intervals as to avoid wetting the floor beams. A foot-walk is placed upon the west side of the bridge, supported by brackets which are bolted to the floor beams; the floor is made of two inch plank and a substantial wooden hand-rail is placed on the outside. The top chord is protected from the weather by a covering of pine boards, finished with a narrow overhanging cornice ornamented with brackets. The whole super- structure, including the iron parts, is painted with three heavy coats of a mixture of oil and crushed iron ore, manufactured by the Iron-Clad Paint Company, Cleveland, Ohio ; all cracks and weather checks in the timber having been stopped with putty, after putting on the first coat. The wooden keys and all joint-bearings were painted with the same composition before putting the truss together, and the closed covering is covered with a roofing paper made by coating thick brown paper with a coarse variety of this paint. THE KANSAS CITY BRIDGE. 83 As the trusses are subject to a double deflection, the expansion of the lower chord under an increase of temperature operating in this way, as well as the strains produced by a load, they are built with a somewhat greater camber than is usually put in railroad bridges ; the camber of the 248 foot span is 82 inches, that of the 198 foot span 7 inches, and those of the 176 and 130 foot spans, respectively, 53 and 42 inches. These cambers, however, are materially in excess of any actual deflection. In proportioning the trusses the central tie rods and the truss rods of the floor beams were allowed to bear a strain of 10,000 pounds to the square inch, each floor beam being supposed to take the greatest load which the drivers of a locomotive could possibly throw upon it, and no allowance being made for the stiffness of the timber under a transverse strain ; the strain in the end ties and chord-links was limited to 12,000 pounds per square inch, but no allowance was made for the reduction of strain which the curvature of the upper chord would make in the end panels of the web. This practice of allowing a greater strain per square inch on those parts which are fully strained only under a maximum load, than on those which are lable to be strained to the full calculated amount by any heavy locomotive, is believed to have originated with Mr. Albert Fink, and is thought to be a more accurate method of proportion- ing than the common one, which makes no difference in strain per square inch on the different parts under a maximum load. The strain upon the timber of the top chord was limited to 800 pounds on the square inch, the braces were proportioned by the well-known formula of Hodgkinson, seven being the factor of safety adopted. The assumed moving load was 2,240 pounds per running foot for the four longest spans, and 2,800 pounds for the 130 foot span. The trusses are anchored to the piers by long rods of one and a half inch round iron, which, extending from the top chord, pass over cast-iron struts projecting outwards from the coping, and are fastened by nut and screw through the eye of a three-inch pin set fifteen inches into the masonry. The trusses are further stiffened by corner braces extending from the end posts to a cross stretcher overhead, and the three longest spans have sets of similar braces placed at intervals through their length. 84 THE KANSAS CITY BRIDGE. The amount of material in the several trusses, including floor beams and stringers, is as follows :— LENGTH or TIMBER. Wrovucut-Iron. Cast-I RON. SPan. 130 35,739 ft. B. M. 44,053 lbs. 27,187 lbs. 176 57,854 se 72,969 “ 49,491 “ 198 78,277 ee 89,449 *“ 54,119 <“ 248 101,688 “ 147,482 “ 70,646 “ To this must be added 194,911 feet B. M. of pine lumber, 24,167 ft. of oak, 7,200 lbs. of wrought-iron, and 1,700 lbs. of cast-iron, used in the planking, pavement blocks, hand rail, vertical bracing, anchor rods and chord covering, on the fixed spans ; this additional amount includes the floor and footway of the 66 ft. span. The method of manufacture by which the wrought-iron parts were pre- pared rendered them free from the common danger of defective welds. The chord links were made by upsetting the ends of flat bars of rolled iron till an increase of section somewhat in excess of that required was obtained, and then working down under the hammer and drilling the hole for the pin, leaving them absolutely free from welds. The only weld in the panel ties was that formed in joming the return end of the loop to the long bar; this weld would at most be exposed to but half the strain upon the tie; and even if the weld were absolutely worthless, the tie would have the full strength of a hook around the chord-pin. For these reasons, it was not considered desirable to test every piece of iron with a moderate strain of 20,000 to 25,000 Ibs. to the inch, as is often done for similar works. Such a strain could at most be expected to reveal the defects of manufacture, which the methods here adopted precluded the possibility of; while the effect of such a strain, by giving a set to the iron, and impairing its perfect elasticity, would be deleterious rather than other- wise. Samples of the iron were, however, taken and tested to breaking in an hydraulic tester under a slow and long-continued strain, with the following results :-— THE KANSAS CITY BRIDGE. 85 First Tust.—Bar, 14 inches square, with welded loop at each end, length 5 feet between centres of loops. Four equal spaces of one foot each were laid out on the central part of the bar. No perceptible extension was noted with a strain of 10,000 lbs. per square inch, and but little with 20,000 Ibs. With a total strain of 130,000 Ibs., equal to 57,777 lbs. per square inch, the length had increased six inches, and the bar yielded by the opening of one of the welds ; the four spaces, after the removal of the bar, measured respectively 1244, 1241, 12% and 13% inches; the last including a part of the broken weld. Seconp Trst.—Bar 2 inches square, 9 feet long, with loop on one end and nut on the other, extended by strain of 130,000 lbs. 1 inch, by 160,000 Ibs. 3 inches, by 176,000 Ibs. 42 inches, by 200,000 lbs. 8 inches, and by 221,000 lbs. 12 inches, when it broke about 18 inches from the nut, showing a fine fibre-like fracture, the strain being 55,250 ibs. to each original inch of section ; but the reduced section at the break was only 2.85 sq. inches, making the strain some- what over 77,000 lbs. to the square inch. Five equal spaces of one foot each, laid off on the bar before straining, measured after the break 133, 13%, 133%, 134 and 132 inches. Tarp Test.—Bar 1% inches square, 38 feet long, and 3.0625 sq. inches, under the following strain extended as given below :— Total strain, 26,000 Ibs. 8,500 Ibs. to square inch. Extension, 1 inch. ce 52,000 ce 17,000 “ ce ce 345 “ec “ 78,000 “ 25,500 “ce “ce “ce 33 ce No perceptible set after strain of 28,000 lbs. on the square inch. A number of tests were made at the same time of iron of the same quality manufacturing for the Dubuque bridge, with similar results. This iron is of the kind known as Kloman’s mixture, manufactured at the Union Iron Mills, Pittsburg, the ties and truss-rods being made of double-rolled, refined iron. The bar broken in the second test was afterwards cut up, and three small pieces were turned out of it, each having a reduced central diameter. These were taken to the Fort Pitt Foundery, and tested in the lever machine belonging to the U. S. Government ; two of these tore out of the clutches before breaking, when the strains per square inch were respectively 62,760 Ibs. and 63,134 Ibs. 86 THE KANSAS CITY BRIDGE. The last specimen broke under a strain of 84,032 Ibs. per square inch, and showed a beautiful fracture entirely fibrous. The cast-iron used in the details was a gray iron formed of a mixture of pig, generally adopted by the Keystone. Bridge Company. Specimens were tested by suspending a weight upon a bar two inches by one, and placed upon support four feet apart. The specifications required that this breaking weight should not be less than 2,100 pounds, and in all of the tests it was found to be much in excess of this amount. The shore span is a riveted trellis girder of wrought-iron 71 feet long and 8 feet deep. The chords are of T section, composed of two vertical plates, one horizontal plate and two angle pieces ; in the bottom chord the horizontal plate does not reach to the ends of the span, and the other parts are continuous for the whole length. The braces are each formed of two pieces of T iron placed back to back, and enclosing the ties, which are single bars of flat iron; both ties and braces are riveted between the. vertical chord plates. The laterals are of wrought-iron, and the trusses are stiffened by short braces of T iron connect- ing the floor with the web. The end posts are enclosed in light ornamental castings. The floor beams are of pine, six inches by eighteen, without trussing, placed two feet between centres; on this is laid a floor similar to that on the other fixed spans. The amount of material in this span, exclusive of pavement and hand rail, is as follows: Lumber, 7,684 feet B. M.; wrought-iron, 32,165 pounds ; cast-iron, 4,328 pounds. The draw measures 361 feet and 3 inches over all; it is a Pratt truss of similar plan to the large draws erected by the Keystone Bridge Company at Cleveland, Dubuque, and other points. The skew is taken out of the truss by making the end panels of unequal lengths, the difference being 5 feet 6 inches. The upper and lower chords are of like pattern, formed of two I beams and two channel bars eight inches deep, placed side by side and united by a plate riveted to their upper flanges. The posts are of wrought-iron, of the Linville pattern. The ties are round, with both ends upset for screws ; the main ties are in pairs, and the counters single, passing through the posts. The washer plates upon which bear the nuts of the ties are of cast-iron, except the top centre, which is forged. The floor beams are ten-inch rolled I beams, and rest on ‘ Vis . et hd bho es I Beso Ae ! ‘ie THE KANSAS CITY BRIDGE. 87 the top of the lower chord. The floor is of two-inch oak plank laid on the oak track stringers, and pine floor joists. There is no separate footway on the draw. The turn-table is formed of an external drum thirty feet in diameter, and a central shell of cast-iron, hung by ten bolts on one of Sellers’ patent pivots ; the drum and shell are connected by a pair of plate girders under the centre posts, and a set of radial rods. The bolts are adjusted so as to throw almost the entire weight on the centre, the drum serving only as a guide and balancer. The draw is easily opened by four men, with levers attached to two. pinions on the drum, in two minutes, but as a precaution against wind and other dangers, it is to be fitted with a steam-engine. . The latch is worked from the centre by a hand-lever; a bearing is secured by wedges which are driven under the four end-posts, the four being worked by a single central lever. The amount of material in the draw, including both trusses and turn-table, is as follows: Timber (in floor), 26,025 feet B. M.; wrought-iron, 495,575 pounds ; cast-iron, 122,041 pounds.* In proportioning the draw, it was supposed to carry the whole dead lcad on the central bearing when swung, and each arm was supposed to carry its share of the dead load, and a moving load of one ton to the foot when closed, no allowance being made for the continuity of the chords. Though this has been the method by which most of the large iron draws lately built have been proportioned, the engineers were convinced that it is a method of computation which gives very erroneous results, showing the central strains, especially in the web, to be much less than they really are, with corresponding excesses in other parts ; a set of calculations believed to be based on a more correct hypothesis will be found in a subsequent chapter. The distribution of strain is regulated by the proportion of the total weight thrown upon the end piers, and is there- fore largely dependent on the form of latch used. The wedges under the end posts have but a small lifting power, as is fully proved by the action of the draw under a passing load, a heavy freight train, covering one arm only, causing the further end to rise from its bearings % of an inch. A set of hydraulic jacks are to be substituted for the wedge plates, the jacks being placed within the hollow -end-posts and worked from the turn-table by pumps driven by the steam- * The Plans of the Draw are given on Plate XL. 88 THE KANSAS CITY BRIDGE. engine ; it is thought that under this arrangement a sufficient lifting power can be obtained to make the proportioning of the draw sufficiently correct to pre- vent distortion. The 130 and 176 foot spans, as well as the little iron span, were raised in the spring of 1868. The 130 foot span was the first erected, the trestle used in building Pier No. 1 being made available for one side of the false-works. The two other spans were over dry land at the time of their erection, and ordinary .false-works, resting on the ground, were used for their raising. The remainder of the superstructure was not raised till the spring of the following year, when the first span raised was that between Piers 5 and 6, while the sand bar con- tinued dry. The greatest difficulties occurred in the case of the span between Piers 3 and 4, where the strength of the current and depth of the water, especially near Pier No. 3, would have carried away any common false-works in avery few hours. The distance between the caisson around Pier No. 3 and the faise-works at No. 4 was divided into four nearly equal spaces. Between the first and second of these spaces, a cluster of eight piles in two rows eight feet apart was driven in thirty-five feet of water, the piles being kept from washing out by guying them with lines as fast as driven; a crib of round timber was then built, enclosing the piles, which, on being sunk by filling it with stones, should at once retard the wash and bind the piles together. A precisely similar arrangement was adopted between the second and third spaces. This work was begun on the 10th of March; on the 14th the weather became very cold, and the ice began to run in large quantities; the numerous obstructions of the false-works impeded the flow of ice, and in the forenoon of the 16th it jammed at the bridge site and the river became closed. The weather had already begun to moderate, and in the afternoon of the same day the ice moved out; it was very weak, but the cakes had packed together, forming large thick fields, which, however, were too soft to bear the weight of a man. The sixteen piles of the two clusters had been driven, a crib had been built about the first cluster, though not sunk, and carpenters were at work upon the second crib, when the ice began to move across the whole width of the river at once ; it tore out all of the sixteen piles, taking the cribs with them, and carried along with it the pile-driver, barges and men. The boats moved but slowly, being frequently THE KANSAS CITY BRIDGE. 89 retarded by ice jams, and while still opposite the town they were overtaken by the steamboat and secured, having suffered no material damage ; but no trace of piles or crib-work remained, and two months later one of the cribs was observed forty miles down the river, with a pile still remaining in it. This gorge was accompanied by a considerable scour, the water at the site of the second set of piles having been deepened about twelve feet. The piles were at once replaced, and the cribs built, sunk and protected by additional riprap ; the piles were then capped and surmounted by trestle piers, which were planked on the sides and provided with timber starlings, eight or ten feet high, as a protection against drift. Between the third and fourth spaces, where the depth of sand was much greater, a single row of five piles was driven, which were braced to the false-works of Pier No. 4, riprapped and surmounted by a trestle bent. Other bents were raised on the caisson surrounding Pier No. 3, and on the false-works at No. 4, and a false pier of timber was erected imme- diately south of Pier No. 4, the masonry being still unfinished, one side of which rested on the upper section of the caisson, and the other side on the false-works. Hight trussed girders, made of track stringers and rods which had been used at’ No. 4, were built upon the shore, and raised by a floating derrick into posi- tion on the trestles, one being placed under each bridge chord ; on these were laid the cross-timbers and other staging required. These false-works proved ‘amply stiff, and when removed after the erection of the span, it was found easier to break the piles off immediately above the cribs than to withdraw them. The false-works between Piers 4 and 5 were built at the same time, resting on piles, and a light track was laid from the north end of the bridge, nearly to Pier No. 3.* The 198 ft. span was raised as soon as these false-works were ready. As Pier No. 4 was still incomplete, the last panel was not put in, but a bearing was taken on the false pier, one panel short of the end of the truss, the top stood projecting over, the links of the bottom chord being left to hang down. On the completion of the pier the last panel was added, and the bear- ing was transferred to the masonry. The erection of the long span between Piers 4 and 5 followed, completing the number of fixed spans. *Thése false-works are shown on Plate VIL. 1 90 THE KANSAS CITY BRIDGE. The draw span was raised on false-works extending from the pivot pier to the upper and lower rests. As the small amount of sand above the rock precluded the driving of piles, these works were built on cribs, two of which, loaded with stone, were placed between the pier and each rest. These cribs were originally intended to serve as the foundation of a permanent draw protection ; they were built in the winter of 1868-9 ; were made thirty feet square, and divided by four cross-walls into nine compartments. The deadening effect of the upper rest and pier on the current, had so checked the scour that the cribs did not settle to the rock, and as their bearing was not thought to be firm enough to carry a perma- nent structure, they were built up above ordinary high-water, and a wooden truss, strong enough to sustain itself if the cribs settled, and which should serve as false-works for raising the draw, was built upon them.* As soon as Pier No. 2 had been completed, the pivot was placed upon it, and the turn-table put together ; the chords were then spread out and riveted, . and the bridge trusses made self-sustaining at the earliest possible moment, the whole structure being raised in about six weeks. The cribs settled slightly under the weight of iron, but not enough to give trouble, the subsidence being remedied by additional blocking. Since then the upper cribs have not settled materially, and are probably on their permanent bearing ; but the night after the weight of the truss had been taken off the false-works, a rise in the river scoured around the two lower cribs, causing them to settle away from the truss ; under the continued scour of the summer flood they continued to settle, tilting from side to side, and finally, when the flood was at its height, they tipped over and rolled away ; the false-work truss remains standing, and no harm was done to the works. On the occasion of the public opening on the 3d of July, the bridge was tested in the presence of a number of engineers invited to examine it, with the following results :— 176 FOOT SPAN. Load at North quarter of Span... ..- 2.2.3. cecceecenscccsapensrgens 46 Tons. North quarter Defloction 1... 22... es cee sss c were cscces 44 Inch. Centre We OC Gat ee web we cena wea bees oes b ae ke 419“ Load at Centre and Nort quarter’ .....:..06 004 se secersccoedaecees 92 Tons. * The temporary Draw Protection is shown on Plate VII. THE KANSAS CITY BRIDGE. a1 North quarter Deflection...........ccecssccececcececeesene 24 Inch. Centre A ASE SEER OES SA SAS aos i cde edbbessaads 3h “ South quarter Ws Bek EEE GATE A Saeco ene reece esos scents a3 Load at Centre and both quarters ...........cce cece eee ee eee eens 112 Tons. North quarter Deflection................. Levon asin ste en as $§ Inch. Centre Wot ts CEASE ons Geen pene a or-seeces pe sees a “ South quarter Wis See oeud buh ShSadsts Gass bbti se dete 33 Fall D006 sie cc tendo bocce sce ab ev eed cs sbguvevcecusenceyecaey 170 Tons. North quarter Deflection ........... 0. cece ee eee eee e ee eens 25 i Centre Fg ha bae bbw dilss ceamvs cae dsccedsaiie ag South quarter Me peng ccem erin ccedendaciaangascsusbz ay « Permanent Set... 2... cee cece ce ccc cee n eter ecnceeseess a “ Elongation of Bottom Chord .......... cece ccc ee eee cee yt « 198 FOOT SPAN (Piers 5 10 6). Loaded with four Locomotives ..... 0.0.0... ccc cee ccc cee eee eens 187 Tons. North quarter Desecton vam $5 cuewag dune ¥ ADM oink Aust © bare 2 Inch. Comtre eee e ener cw ow ase ccenescennaes a4 South quarter f een Uae canna ib soins Ohh y due deew he 42 8 Permanent Set. ....6e ccc ccc cece cece eee ence ee eeeeeeee ee Elongation of Bottom Chord ......... 2... cee cece cece eee 43 248 FOOT SPAN. Fully loaded ....... cece cece ee cece cect cee tence eee ceeeeees 233 Tons. North quarter Deflection......... 00: cc cece cece ee eee eee eee $4 Inch. Centre Be sweet awhew masse ae ieteseessshene $3“ South quarter eee eee ee 4g Permanent Set ........ 0. cee cece eee eee eee es eee gs Elongation of Bottom Chord .......... 0. cee cece cee eee 3 « 198 FOOT SPAN (Pimrs 3 10 4). Bully loaded «250.0. ccc seen ssc eecwct seinen sung dence scccsasaneahs 187 Tons. Centre Deflection 0.0... cece cece cc cece cent cece ener 43 Inch. No Permanent Set. DRAW SPAN. North Arm loaded ..........c.ccescceeeeceeeeceeseecessereeeees 170 Tons. North quarter ecomaet a big t Skate nec coke dons ok Gavan ee DA ae ine Contre Sb Mae Pu aiene's bi ecienps cme bg ecuig ng as South quarter NT aw ek yiieieaa h 5 deipie Waa ulay esse ae ge 4g Centre of South Arm rae... i iicienctedoawnsanneaesveeyes 43° « 92: THE KANSAS CITY BRIDGE: Both Arms loaded .......... ccc cece cece rs ce cece ee ence en eer eeee 313 Tons. Centre Deflection, North Arm ......... 0... ce ee ee eee eee 43 Inch. Permanent Set, ‘s Ca wwa pes ows danse Ono be emaingis + * North quarter Deflection, South Arm.............--..2+006- 3 OS Centre . a a“ Os = wae hie seepage me = 3 “ South quarter “ “ ees eel mete eee aware el gay Permanent Set. ........ ccc cece cece cece eect cece ec ceeeenes $.oc8 It is to be noted that these tests were made before the bridge had been screwed up under a load, and while the bearings were not perfectly close ; they consequently show greater deflection than a subsequent testing would indicate. INN ZS CHAPTER VI. OUTFIT. Tue isolated position of Kansas City, its distance from manufacturing and commercial centres, and the unsettled character of the neighboring country, were most felt at the beginning of the work in the collection of a suitable outfit. The character of the work was also such that the full number of tools needed was only learned as the works advanced, and the greater part of the equipment grew up with the progress of the several foundations. Nearly all the tools, including the boats used for transporting material, had to be built for the pur- pose, much of the time during the spring and summer of 1867 being occupied in this preparation. The derricks were built of native lumber, which was but. poorly suited to this object, though it was made use of as far as could well be done ; the masts and booms were made of cotton-wood, and though of a cheap pattern, the derricks did good service. A machine-shop was fitted up on the bank of the river, two-thirds of a mile above the bridge, where all the smaller iron-work needed, and the lighter pieces of timber-work, were prepared ; this shop was fitted out with a Daniels’ planing-machine, circular-saw, lathe, screw- cutter, drill, and such other implements as were required for four blacksmith fires. Though containing a number of tools not usually wanted for bridge works, the outfit was as small as was deemed practicable, and could more pro- perly be charged with inadequacy than with extravagance. The boats provided were as follows : A side-wheel high-pressure steamboat, 135 feet long, of the kind in com- mon use on Western rivers; this boat, ‘‘The Gipsey,” was built for an Ohio river packet, on which river she was purchased. Four flat boats, each 53 feet long, 18 feet wide, and 3 feet deep. 94 THE KANSAS CITY BRIDGE. One smaller flat boat, with hole through the centre for boring, and used also for stone. Two small barges, about 50 feet long, purchased at Kansas City, and rebuilt for use on the bridge. | Three flat boats with square bows, two of them 20 by 53 feet, and the other 22 by 64 feet. Two of them were fitted out as floating derricks,* and the third was used for pile-driving. One small scow, housed, and used as a diving boat. A large yawl, with a crew of seven men, and a skiff manned by two men, were also kept on the river ; a few other skiffs were generally in use on various parts of the works, and two small flats, which could easily be towed by the yawl, were used as sand boats. One of the large flats sunk in the spring of 1868 when heavily loaded with stone, and was lost ; the other six were rebuilt after the completion of the bridge ; their decks were raised, and they were con- verted into pontoons, to be anchored in a line above Pier No. 1, where they should serve as a protection for steamboats passing down through the draw.t The principal items in the remaining equipment were :— Four portable steam-engines, of 8, 12,15 and 25 horse-power respectively ; one of these was employed to drive the machinery in the shop. One nine-inch Alden centrifugal pump. One No. 4 Andrews centrifugal force-pump, four inch discharge, and six inch supply pipes, with flexible hose. One six-inch steam siphon pump. - One donkey pump, used for jetting. One air-pump, diving-dress and outfit complete. Four large dredges, with attachments. One small dredge. Three pile-drivers, with 2,200 pourd hammers. Hight land derricks, with rigging complete, and horse-powers. One sawing-machine, for cutting off piles under water. * Plate VILL + The Pontoon Protection is shown on Plate IL; the dotted lines on the plan indicate the position of the floats at high water. THE KANSAS CITY BRIDGE. 95 Three triangular beton boxes. Two square beton boxes. Two steam crabs, one single and one double. Six land crabs. To these should be added the belts, pulleys, and shafting used in driving the machinery at the several piers, the long suspension screws referred to in the chapter on Foundations, with nuts and wrenches ; the gas-pipe and flexible hose, used for both steam and water ; sand-pans and water-kettles used in mixing mortar in cold weather ; two or three small portable forges; a good supply of blocks and lines, and the proper complement of smaller tools, which it is needless to mention. A tremmie was constructed for laying beton under water, but never used, The more important tools which were designed origi- nally for this work, have been described in the preceding pages. CHAPTER VII. CALCULATED STRENGTH. THE many plans prepared during the construction of the Kansas City Bridge involved a proportionate amount of mathematical calculation ; much of this was of a simple and elementary character, devoid of general interest ; but no account of the work would be complete which did not embrace a review of the stresses in the foundation works, the pressure upon the several foundations, and the strains in the superstructure, these being the points in which the compu- tations were carried into the greatest detail, and which have the most important bearing on the general structure. The foundation works embrace both the caissons, which were exposed to the pressure of the sand and waiter, and the upper works, which carried the sus- pended weight. The strains in the latter were of a simple character, and need not be enumerated here ; those in the former arose from the pressure of the water, due both to the current and the depth, and the pressure of the sand, including also the friction caused by this pressure on the sides of the descend- ing caisson. The effects of the current was computed, but, though important in determining the strength of the cables used in anchoring the water-deadener and placing the round caisson, it was too slight to influence the general results elsewhere. WATER PRESSURE. The greatest water pressure occurred when the caisson for Pier No. 1 was pumped out. The surface of the water was then 101.4, about a foot and a half above the ordinary low-water stage, and four feet and a half above the extreme low-water ; the elevation of the rock was about 84, so that the pressure cor- responded to a depth of very nearly 17.5 feet ; this made the. pressure on each horizontal foot of caisson 9,570 pounds, and the total pressure, estimating the hy THE KANSAS CITY BRIDGE. 97 perimeter at 155 feet, 1,483,250 pounds, or a little less than 750 tons. The form of the caisson was such that the starlings braced themselves, and the only pressure which had to be carried by interior braces was that on the opposite long walls, the total strain on the braces being equal to the pressure on 58 feet, the length of one of these sides, or 483,300 pounds. This would have been carried by twenty-five braces, each eight inches square, with a strain scarcely exceeding 300 pounds on the square inch; but to avoid all possibility of acci- dent, nearly double this strength of bracing was used. No other caisson was pumped out to nearly this depth; the round tub used at Pier No. 2, from its circular form, withstood the strains upon it without the aid of interior bracing. SAND PRESSURE AND FRICTION ON SIDES OF CAISSONS. The pressure of the sand was considered the same as the thrust of a bank of earth, the particles of which have no mutual cohesion and computed by the formula :— uh? 2 pa tan 2 * zg 2 (a.) in which P denotes the total pressure on each horizontal foot ; w, the weight of a cubic foot of the earth or other material ; A, the height of the bank in feet, and a, the angle which the natural slope of the material makes with a vertical line, being the complement of the angle of repose and determined by the relation :— Cot. a = coefficient of friction of material on itself. The application of this formula becomes somewhat complicated when the earth or sand is submerged. The action of the water is threefold: Ist, it gives buoyancy to the mass, thereby diminishing the weight ; 2d, by acting as a lubri- cator on the surfaces in contact, it reduces the friction and increases the value of a ; 3d, the pressure due to its weight is added to the thrust of the bank, The two first of these are simple and easily provided for by making the proper changes in the values of w and a; the latter is of a more complicated nature, dependent largely on the character of the material. If the bank * This formula is taken from Claudel, Aide Memoire, etc. Tieme Edition, p. 1252. Itis also foundin a slightly modified form in Rankine’s Civil Engineering, 4th Edition p. 322 (11.) 13 98 THE KANSAS CITY BRIDGE. is formed of loose stones or coarse gravel, the pressures of sand and water remain distinct, each substance transmitting its own pressure, and the gravel alone producing friction; if the material is a water-tight clay, the weight of the water above is equivalent to that of any other load, increas- ing definitely the pressure of the clay and causing additional friction ;* if, how- ever, as is commonly the case, the material be something between these extremes, a fine sand, a silt, or mixture of the two, the water neither penetrates the whole with perfect freedom nor remains as a weight on the top of a sub- stance which it does not enter; its action is therefore dependent on capillary attraction and matters which cannot be measured precisely ; and while the total pressure would not differ materially from that in either of the two preceding cases, the portion of that pressure which is transmitted by the sand, and which alone produces friction, would be somewhat greater than in the case of the gravel and less than with the clay. This could be better guarded against by an empirical allowance than measured by exact computation ; in estimating fric- tion, accordingly, the calculations were made by the formula given above, but the value given to w was the full weight of the saturated sand, and not its sub- merged weight alone ; this, undoubtedly, gave excessive results, but as no allowance was made for the portion of the pressure of the superposed water transmitted by the sand, this discrepancy was a little less than might at first be supposed. The coefficient of friction of wet Kansas City sand upon itself was ascer- tained by experiment to be about .8; the least observed was .725, which cor- responds very nearly to a = 54°; this, substituted in the above formula, gives P = 0.1298 h?2 w. (0.) Substituting for w the immersed weight of the heaviest sand weighed, or 69.5 pounds :— P = 9.02 h?. (c.) And if w be made the full weight of a cubic foot of such sand saturated, P = 17.13 22. (d.) eee * In this case the actual and not the submerged weight of the clay must be used in computation ; bus the cohesion of the particles of clay is so great that this formula would give very excessive results, THE KANSAS CITY BRIDGE. 99 Hixperiments indicated the coefficient of friction of dressed oak on sand to be .475, but in calculations it was generally assumed to be .5, which, substituted in equation (c¢.), gives for the friction corresponding to each horizontal foot of caisson ;—calling the friction F . | F = 451 h2; (e.) or, substituted in equation (d), F = 8.56 h?. (f) The average weight of saturated sand, however, did not exceed 125 pounds to the cubic foot, and the coefficients of friction adopted have been slightly ex- cessive ; the decimals may therefore be omitted, and the formula reduced to the convenient form :— P= Sh. (g.) The average friction in pounds on each superficial foot of caisson in contact with the sand may therefore be considered as eight times the average depth in feet of the cutting edge below the surface of the sand. This formula of course varies with the material, and in its present form is applicable only to the Mis- souri River. The sand pressure on the caisson at Pier No. 5, when sunk twenty feet into the sand, that being the depth of sand immediately around it when the sinking was completed, computed by formula (c.), which would properly be used in this case, as the external water pressure, whether through sand or water, was bal- anced by an equal internal water pressure, was 3,608 pounds on each horizontal foot, or, estimating the perimeter as 155 feet, 559,240 pounds on the entire caisson ; this was less than two-fifths of the water pressure on the caisson used at Pier No. 1, and was easily carried by internal braces. The sand pressure at No. 3 was never so great as this. In proportioning the inverted caisson for Pier No. 4, the timber-work was made strong enough to withstand the thrust of the sand, without the assistance of the beton. The formula by which the pressure should be computed in this case is :— P = 9.02 (h?—h’?). . (h.) in which / denotes the total depth of sand, and A’ the depth above the top of the inverted caisson. Assuming i = 40 and /’ = 28, this equation gives for the 100 THE KANSAS CITY BRIDGE. pressure on each foot of perimeter 7,360 pounds, a weight which a timber wall at least fourteen inches thick and eleven feet wide would easily carry over the distances between the three cross-walls. The planking of the caisson used for Piers 3 and 5 was not dressed, and the roughness of the timber increased the friction about one-quarter, changing for- mula (g.) to F == 10;3. (7.) The available weight was in each of these cases barely enough to overcome this friction, which accounts for the slow progress of the sinking and the interrup- tions caused by sand-slides. The greatest available weight of the caisson at Pier No. 3 was about 700,000 lbs., which is equivalent to the friction produced by 21.25 feet of sand, the perimeter of the caisson being 155 feet ; though this was greater than the actual average depth of sand, the excess was too small for advantageous work. At Pier No.5, on the 2d of J uly, 1868, the effective weight for each foot of perimeter of the caisson was 2183.5 pounds; the average depth of the surrounding sand was then 15.5, corresponding to a friction of 2402.5 pounds per horizontal foot ; this deficiency was remedied by piling sand above the caisson, but the weight was always too small for good results. It may be noted, that a caisson whose weight is barely greater than that of the water it displaces, may be sunk by long-continued dredging ; the amount of sand exca- vated will be many times the capacity of the caisson, but, as the external sand slides down and passes under the edge, it will slowly carry down the caisson. The relation between weight and friction at Pier No. 4 is most. plainly shown by the tables in Appendix E ; the friction per square foot of rubbed sur- face, computed by formula (g.), is added to these tables for convenience in showing this relation. The advantage of having a sufficient excess of weight to cause the cutting edge to penetrate well into the sand, cannot be overestimated : it aids in feeding the excavators, reduces the amount of excavation, and pre- cludes sand-slides. PRESSURE ON FOUNDATIONS. The pressure upon the foundations of the seven piers is given below. In these computations the masonry is assumed to weigh 155 pounds per cubic foot, THE KANSAS CITY BRIDGE, 101 and the beton 135 pounds; these weights are probably slightly in excess of the actual weights. In estimating the weight of the superstructure carried, Piers 1 . and 3 are each supposed to carry one half the weight of one arm of the draw, with the same length of moving load, this result being attainable, with a lifting latch of sufficient power; Pier No. 2 is supposed to carry the entire weight of the draw and turn-table, with 290.5 feet of moving load, those being the weights carried by it under the present arrangement of wedge plates. In Piers 1,2 and 3, the base of the foundation is assumed to be the whole size of the caisson inside of the frame, but not reaching within fifteen inches of the outside of the planking ; in Pier No. 4, where the lower caisson forms not only the covering, but an ifitegral part of the pier, the foundation is assumed to be the full size of the caisson, and the timber and iron are computed as part of the weight carried. The moving load is assumed to be 2,240 pounds to the foot, excepting in the case of Pier No. 7, where, as the length of track carried is but 100 feet, the load per foot is estimated at 2,800 pounds ; the weights of the trusses are the same as those used in proportioning the superstructure :— PIER No. 1. Masonry, 1,284 ¢. yards... ...... eee cee cc eee eect e te eeee 5,164,290 lbs. TYUSS. 0. vec cece cece cet we ee eee ee meu ev ees sees cecseeeees 181,500 “ Draw, 90 feet... . ccc cece cece ce cece eee e eee ee eens 172,800 <“ Moving load, 157.5 feet.............6... eb a bed ean ey bied wees 352,800 “ Total. ccc cee eee nee cece ee tee eee teens 5,821,390 “ Area of base, 986 sq. feet ; pressure per sq. foot, 5,904.05 lbs.; pressure per sq. inch, 41 lbs. PIER No. 2. Masonry, 1,199 c. yards.............. ee eee pe weseeeaemasavees 5,017,815 Ibs. Beton, 767 c. yards... 2.05.2. eee c eee vet centers cet eces: 2,795,715 “* DDYGW 6 onic ec om idee aee be shoe dd swe gay Sewltvlg hp sacs cb oo cces 735,000 *“ Moving load, 290.5 feet..... 0... cece eee cee e eee e eee eens 650,720 “ Total, (ic cc este eed cece tence Bike eew ed eene sea penee’ 9,199,250 “ Area of base, 1,104.46 sq. ft. ; pressure per sq. ft., 8329.18 lbs.; pressure per sq. inch, 57.84 Ibs. 102 THE KANSAS CITY BRIDGE. PIER No. 3. Masonry, 873 c. yardS..........cc cece ee cee cece ee eee eeereee 3,653,505 Ibs. Beton, 833 c. yards Bee edediehs rate eisai dere Fels ety etd eeelete ters aie siteraleisisle 3,036,285 “ TYUSS. 2. eee eee eee ee ee 245,000 * Draw, 90 feet... ee cece ccc cee cee eee tee eee eens ee 172,800 “ Moving load, 181.5 feet... 2... ce eee eee ees 406,560 “ 0 0 7,514,150 “ Area of base, 1,087.12 sq. ft.; pressure per sq. ft., 6,911.92 lbs.; pressure per sq. inch, 48 lbs. PIER No. 4. Inverted caisson...... apes asbes wands wang Gee tangend ons ao 291,625 Ibs. Seetion 2, “gc cerecesctecocpansrgndunergeesetslepeweadgnea 95,810 -* CEB esos coe sae ey oii Te hils a few e cee ony cede on 6 95,150 “ Masonry, 1,109 c. yards.........s0..s00+- Uke a oesuoipieie et wt gid ae sol 4,631,165 “ Beton, 1,169 ©. yards, ... 0.6. sec ete ete c ester cece aeneees 4,261,005 “ TYUSBER. 2. ety cee et te eee ce corte mene terse eceseons 572,180 “ Moving load, 225 foot ee re ee ee ee 504,000 “ Total .eceee eae Cine cocbhagrqecbuhes ;eeraa. 10,450,935“ Area of base, 1,821.87 sq. ft. ; pressure per sq. ft., 7,906.15 lbs.; pressure per sq. inch, 54.9 lbs. PIER No. 5. Masonry, 820 ¢. yards........ cece cece cece cee tece veces eee. 3,421,700 lbs. Timber footing... 1.5 -crcstee rete ce et sect pe teers escapes 100,000‘ TYUSSES. 2. ee cece ee eee ee cee cece beeen ete e eens 572,180 “ Moving load, 225 feet... cece cc cee cece ee erence teens 504,000 <‘* 0 0) 2) 4,597,880 ‘ 144 piles ; weight per pile, 31,929.17 Ibs. PIER No. 6. Masonry 656 c. yards........ cece cee e eect eee cee eeeee 2,776,016 lbs. Timber footing. ...... 0. ccc cece eee cee cece cee cence eens 100,000 “ TYUSSOS. 2... eee cee ce cc ee ce eee e neces weet test ee neane 452,900 “ Moving load, 188 feet...... ccc ccc ce cee eer eee nee 421,120 “ otal... ~—_>;—_| Bxea- | 7 ssS—Y CO) OOOO ””OdYSO | Sunk, | Cutng 1/2|3 | 4 | Tota jvated} 7 | Q | g | 4 |] 5 6 | 7 | 8. | Aver. Edge- 4.| Night| 58/ 68{| 684 4341 288%) 150 | 47.45) 47.4 | 47.4 | 47.4 | 47.47] 47.55| 47.5 | 47.5 | 47.45] 267 | 61.55 5. © | gl 71417 | 234) 2644) 50 | 47.95) 47.9 | 47.9 | 47.9 | 48. | 48 05, 48. | 48. | 47.96] 6 | 61.04 “ 6) Day./0 |0 |0 }0 | 0 0 | 48.07] 48. | 48. | 48. | 48.07] 48.15] 48 15] 48.15] 48.07) 13) 60.93 6.|Night'10 | 91g) 71410 | 37 | 10 | 48.17) 48.1 | 48.15) 48.2 | 48.1 | 48.3 | 48.25) 48.25) 48.19] 18¢| 60.81 8. “ 110 10 0 10 | 40 | 12 | 48.45) 48.4 | 48.4 | 48.4 | 48.57] 48.55) 48 52) 48.5 | 48.46) 3 | 60.54 9 8 | 82 | 30 | 49,83] 48.96 48.96] 48.96) 49.03) 49.1 | 49.1 | 49.1 | 49.07] 67g) 59.98 6 }5 |5 | 2 | 18) .,.. | 49.88) .... | 49.75) .... | 49.9] .... | 50.25) 49.9 59.1 IW | sce | seve d poms | oes . “1 00 co ene . . . . . . e oe freee 7 0 0 FD Sain Vis calecsaboecd| see] 45007] ede f sree POO gop,<- 1°80, ss | 50.12) 2... | 50.4 | 50.23) 38g) 58.77 He 2B ee ce eoesleoe eles oo] Protea | tefetetom Ueretste Nl | Mesehareind ts oie te chm ister tele tetoe | ieeetet eC IeE- Ton Ie Cet Toray ® || coe tO MAL eee [elec ea leceelenee| coee | cone | oee- | 50.75) 2... | 50.45) .... | 50.55) .... | 50.7 | 50.56) 454) 58.44 HE 2B] nae faccsfewseleret] o20] anne | soos | oene |] OL: | eee 1 50.77 ..., | 80-91 .... | 52. | 50.92 887! 58.08 “| Day. |....) --.]... seee| cece | eeee | coos | 51.27) 1... | 51.038) .... | 51.15) .... | 51.38 | 51.19] 334) 57.81 a 26.) Night)... cee eer ceee| cease | eeee | oeee | 51.42) .... | 51.15) 2... | 51.26) .... | 51.47] 51.82) 15¢) 57.68 B27.) Day. |... |sece|ere-[evee| once | sees | cove | 51.45] 0... | 51.15) 2... | 51.17] .... | 51.5 | 51.32) 0 | 57.68 Mar, 1.)Day&) of} dt ce | ecee | eves | 51.62] 0... | 51.8] 2... | 6.2/2... | 51.7] 51.48) 2 | 87.52 eet eT palie| eee | eee | eee | 50.75) 0... | 51.4] 2... | 51.4] 2... | 51.8 | 51 59 1%Z) 57.41 Bel SE flee peecafeees[eeee] cone | cece | eeee | 51.85) 2... | 51.52) 2... | 51.47) .... | 51.85) 51 67/1 | 57.83 A) dese eleeee[ee ee] cece | eeee | eee | 51.92) 0... | 51.57] 2... | 51.47] .... | 51 92) 51 72 5g) 57.28 Be Le fie efeweelewee] coee | coos | eoee | 52.1 | 22. | 51.65] 0... | 51.7] .... | 52.1 | 51 89) 2 | 57.11 6 8 9 ed chseafeeeadees- cece | aeee | eeee | 52.17] 2... | 51.8] 2... | 51.75] 2... | 52.17] 51 97/1 ‘| 57.08 OY lifes fesse] eee | seee | vee | 52.26) 0... / 52. |... 15297] 2... | 52.8 | 52.12) 2 | 56.88 Wo Lappe. seve | eeee | eeee | 52.4] 0... | 52-15] 2... | 51.15) .... | 52.43) 52.98] 184| 56.72 e 9o0) Lh. cece | eeee | ceee | 52.6] .... | 52.92) 0... | 51.25) 0... | 52.6 | 52.49] 154) 56.58 Potsh..| 1... oc.) .if,-..f.... 773 | 1985 | .... | seek | cece | eeee | cece | cee | cee | cece | coos (84°58) 000, APPENDIX. 135 Continued. Sounpines, g., .. DISPLACEMENT. Weicur. Saxp ax Cox: zt ge e2| a8 oa | 3g | Dame 1);2/;3|)4)5164 7 | 8 |Ave a” Se Ver./Cu, Ft.) Pounds. | Total. |Effective.| Ver.| Sq. Ft. E B & Ko 11.10. | 7. |10. | 9. | 9. | 7. | 6. | 8.6193. | 101.6/40.1/39,826|2,485,142 4,445,000/1, 959, 858 31.5,4989.6) 392.6252. | Feb. 4. 11.) 9. | 6. |} 9. | 9. | 9. | 6. | 6. | 8.1/93.1) 101.2/40.2)89,948/2,492,755| 2... J]... wl, 52.15084.6 Beers eeeir ons 10.; 9. |) 7. | 9. | 9. | 9. | 6. | 5.5) 8.1198. | 101.1/40.2)39,948)2, 492,755)... 0... . |82.15084.6)......]. 0... e 6. ar ereTel errata retary ekeketeli ekekeiey | eieeetel store eeeiere) | erotetes eres 10164)... POET biel tall Pereneicrl Geer triste ceteierll erat “6. 10) 9. | 6. | 9. | 9. | 9. | 6.16. | 8 1198.4) 101.541. |40,924)2,553,658) ».. 22.21... 2...182.9'5211.4)00. 2... Caos 11 }10. | 7.510. | 9. | 9. | 6. | 6. | 8.6:93.5) 102.1/42.2/42,388/2,645,011] 2. 20../.... 2... /83.6'5822.21.0 0... ere “98. 12./11. | 8. | 9.5) 9. |10.5) 6.5) 7. | 9.2/93.5) 102.7143.6)/44,096/2,751,590) 2. 2d... 34. 4/5449. . 275.2 | * 19, 15.)15. 12. (12. | 9. j11. | 9. 12. |11.9]98.6) 105.5)... fe feck e cece [ieee ce ccfecce evccfecccleeecacleccecelscees 15. 16./15.5)16.5)15. |15. |12. 11. |12. |14.1)92.6) 106.7)... 0)... 0.) ec eee cele ae ce eelec ee ceeele eyote) | tetetere 5 £0 17. 18./18. |18. (20. (26. |24. |12. |15. |18.9)87.3) 106.2)....).. 0... [eee cece lene e we eclec es ccucleecaleccceclesecuclecces “19. 16./20. |17. |19.5) 25 |27. ]12. 116. |19.1/86.8) 105.9/47.1 48, 244/8,110,426'5,625,000)2,514,574,28. |4485.2) 567. |224, fe 20. 27.}22.5/15. 18. | 26 (27. 117. |15. |21.21838 9) 105.1]... .]..... [eee cece lec ce we eelecee eccclecec|escecclecsevclecces S22. | ereretel| ekekerel|eekeral eretetey| eieterelorsiete 02s LOEB)... i cc cloees ceer|l. see ve csteses weoslocor|..ocac po - «983. Bere eit |etelekell eletetel ietelets |eieiere Bret) eee | eetere 85. | 103. /44.6)45,316/2,827,718) 22. 2. .}.... 2... /26.6/4218 4)... 2). 24, 15. ./21, 19.5] 9. |12, |17. |85.6) 102.6)44.5)45,194/2, 820,106 5,575, 000)/2, 754,894 27.54356. | 632. 4/290. ns eer ete) eee | ckekerell exetetel |eteterall crtetel eetetel ciate estos 85.5) 102, 6/44.8]45,560)2,842,944) 2... .|27. 7/4887 .7)....../ 0. eee p “ 26, wecelecccleceelececleceeleccele yell eller (sleets 85.1) 102, 6/44. 9)45,682/2,850,557).. 2. 2... Jo... ....127.4.4840.2).0 0... 26. 18.|25.513. |18. |23. |20. |10. /14. |17.7\85.1) 102.8/45.1)/45,926)2, 865, 782/5, 575,000 2,709,218 27 .4/4840.2) 624.2\219.2 | 97, 17.25, |14. (22, j19. 18. |18. |17.685.1) 102.7/45.2/46,048)|2,873,395) .... eee vee (2 64371.8)...... 1.0... Mar. 1. 18./26. |12. [16, j23. |19. |10. [14. [17.8'85.7) 108. [45 6/46,536/2,903,846|........1.... .... 98,814482.7|......1..... “9, 19.\27, 16. (18. |23. |21. |11. 15. |18.8:85.4) 104.2146 9/48,122/3,002,813).... 2}... ee. 28.1/4451. | oe. .d ol. 3. 19.|27, 16. |18. |28. |21, j11. |15. 18.885. | 103.8)/46.5/47, 634)2, 972,362)... oo. (27. 7/43887.7).....-/.. 4 4, Bree errr retest (eters 85. | 103,6/46.5)47,634/2,972,362).... 2 oe (20, 944194) 0. UG soloccalscon 85. | 102.7.45.7/46,658)2,911,459).... «(28 (4485.2) 00.0.2). 000. “6. Bra ereretall beer 85.2! 102 3/45.4/46,292)2,888,621).... . # ..1/28.3/4482.7)......10.... «8. 3000l|oo0alloc0alloo0ollo000lloa gallo coallo c00lla000 85.2) 102, |45.3)46,170)2,881,008).... ....).... ..../28.54514.4)0 0d. «9. 19.125, |14. |15. j20. |16. | 9. |15. |16.685.4) 102 /45.4/46,292)2,888, 621/5,585,000,2,696,379,27.8 4103.5) 612.3299.4 | “ 10, Divers seveleccelecceleccclesecfeccleccsleeceleccelecee] cocveleceeleceecrleeee eucelence « reseesdeee pork. 136 APPENDIX. APPENDIX FEF. Tables showing the Strains in the Fixed Spans, in Pounds. 248 Ft. SPAN. Lenerts, 246 rr.; Enp Hurcut, 22 rr.; Centran Hereut, 31.25 rt.; Dap Loap on BACH TRUSS, PER FOOT, 1,330 uss.; Live Loan, 1,120 was. Rie Urrer Cxorp. Lowzr Cropp. Main Brace. Maw Tin. Counrer Brace, | Counter Tus, 1 86,600 71,514 164,400 U7 25200 eee eee 2 225,750 201,363 146,700 153,700 eee oe 3 350,600 304,993 129,200 142,400 | ...., fk eee 4 417,500 389,445 118,075 1235800) 2] 33. ee 5 489,575 454,115 98,120 113,450 | ..... | eee. 6 530,000 506,385 86,110 - 95,200 ere 24,860 7 568.000 565,400 65,800 84,410 23,900 24,900 8 588,050 572,560 51,100 65,650 24,650 33, 400 9 593,000 583,973 34,300 50,860 33,320 34,300 198 Bt. SAIN: Lenetu, 198 rr.; Enp Hetcut, 22 rr.; Cenrran Hetcut, 26 rr.; Dzap Loap on EAcH TRUSS, PER FOOT, 1,250 tes.; Lrve Loan, 1,120 was. ot Urrer CHorD. Lowmr Cyorp. MAIN BRACE. Maw Tin, CounTER BRACE, CounTER T1E, 1 66,700 55,570 115,570 183,986 | ..... | ..... 2 177,500 167,241 106,102 116,490 | ..... | eee 3 267,200 257,818 88,097 109,096 | 4... fk eee 4 337,500 327,823 77,395 88,884 | o..... | eee 5 390,200 380,008 58,816 78,470 17,255 17,926 6 424,050 413,592 47,458 59,359 18,091 26,818 q 437,720 428,015 27,654 47,458 26,818 27,654 APPENDIX. 137 APPENDIX F— Continued. 176 Ft. SPAN. Leners, 173.25 rr. ; Heraur, 22 rr. ; Deap Loap on EacH Truss, PER PANEL, 14,850 tgs.; Lrve Loan, 13,860 as. Pre. Upper Cxorp. Lower Cyorp. Main Brace. Mary Tre, Counter Brace. | Counrer Tix. 1 56,523 48,448 98,816 115,285 | wee | ee ee 2 153,419 145,344 90,276 98,816 ee | errr: 3 234,165 226,092 73,828 90,276 | ..... Tre 4 298,765 290,690 65,310 78,828 | ..... | 9 seen 5 347,215 339,138 48,840 65,310 15,900 15,900 6 379,511 371,437 40,321 48,840 15,900 23, 852 7 395,659 387,585 23,852 40,321 23,852 23,852 130 Ft. SPAN. Lenetu, 128.3 rr.; Hereur, 22 rr.; Deap Loap on EacH TRUSS, PER PANEL, 13,150 nes.; Live Loan, 16,000 tas. pro. L Upper CHoRD. Lower CyoRD. Main BRACE. Maw Tr, Counter Brace, | Counter Tre. 1 42,510 34,008 67,493 84,366 | cevee | ee ae 2 110,526 102,025 60,882 67,4938 | ..eee | eee 3 161,539 153,038 43,009. 60,882 | — ..ec0 9,261 4 195,548 187,046 35,397 43,009 9,261 18,523 5 212,552 204,050 18,523 35,397 18,523 18,523 APPENDIX. 138 . . . . . % Jo anyvA ose‘z¢ | 096‘0¢ OLL‘8¢ | OLF'8E ozs‘9g | 00¢‘9z 003‘T% | 098‘eT 026‘9 | 086‘F OAT} /BJ9 NT “OLD ‘pole ul myeyg | IBjOA ‘daavOT WUV ANO “OL ‘ON ‘2 OSh— se 198'S—029'8S =S' 1VIARUOR teee ene ere eeee 2A] 06g 0g9 ‘GT 09 ‘82 098 ‘Gh 092‘9¢ eBoN O2F'% OGL ‘TT O8F'TZ 092 ‘TS 029 GF 096 ‘TL 068°28 OF9‘FOT 09922 029°OFL | 066'69T | 083‘08T | OLT'99T i “OLL ; Uf UeayS 096°8¢ 026'¢9 O8F ‘BL 026 ‘T6 00¢°¢0T. 066‘6IT OLT SST 090‘T9T ‘potty Iq310M eeteee ¢°80T Tér q.°S8T GL OFT 09L G*eLt GB L8E | GB° 10% g°eT% “08S | GL FFG GL 69S GL] G° 062 a jo onyea, ‘dHaVOT SWUV HLOd FT 61 él I OT 6 8 t~ ‘e O8P — sx 798" — 00169 = 8 svINNUOT ee seeeee wee w eee ee eees 0099 000‘9 000‘8 | 0009 O9L‘9E | O@L‘@T ost'F% 4 098'8T 096°E | OZL'FS 009‘TF | 00%‘TS ooFoe | 008°2ZE 09g‘9¢ | 06eFF osr‘s9 | o9s‘T¢ 09222 | 0@8‘8¢ 00z'28 | O0Fe9 , 00896 =| 009°%L 09¢°90T | 0&6 ‘62 oor'96 | o9g‘z8 “ONL “poraeg FT &T or TE OT “Onl Uf UfeIyy | WSIOM | "ON | t i | ‘NHdQ AVU(T | | | 000 69T 00¢‘eT% 000‘L9% 00¢'e9g | 000 ‘824 ooo ‘66¢ 9) nen *uorsserd u10. ‘paoyg J9Mo'] eee aeeseeee were ewe were ( 00092 000‘%6 | 000‘%6 4 000‘6 00086 000‘%6 Looo ‘sz (000‘66 | 000 ‘Z81 0 “morssead wo: L | 000‘69T 00¢ ET% | 000‘29% Looe ‘soe “uoIsue sete ew ne eee *pioyg toddqQ *SCHOHD FHL NI SNIVULS WOKIXVL TIX HOLL 0a8 ‘8j80q pun saz7, fo BursayaT pun buysequinyy Lost {| 006'9F 00¢‘92 00T‘S6 006‘T6 00682 00% ‘66 0OT‘Z8T 002 ‘69T 009 ‘eT% 000‘29% oog‘e9g 00L ‘ELF 008869 "sus paoyo ee evereees 896 ‘690'T PPG 'FC8'T 866 F88'% POP ‘LIGS ZEP‘Z9s%S O9T‘186°% 928‘L0T'> 988 ‘Zer'e 9¢9 ‘8802 O8F ‘8h6'8 SET SEE ‘ST BIG ‘POT'OT 088989 ‘02 *S]}UOTOW ‘KYUpviq Nout NAVI SaWILNVAH eereeses S MN tes 6.4 oe 658.9 98 8:8 "L800 40 NOLLVNDIFA(T ‘SET OBIT ‘AVOT GAT { ‘sary 096 ‘SSQUI, HOVa NO LOOg usa avo] avaq + 8°0% “MIO ANG {e'pE ‘LHDIAE, IVAINGD {Lg ZSt ‘WAVY ENO 40 HLONATT "“LDAIVTUCa BHO NT SNTVSLS ‘)O XIGNUddV APPENDIX. 139 APPENDIX H. List of Persons Employed on the Kansas City Bridge. NAMES. | OccuPATION. TIME. O. Chanute............... Chief Engineer ................. February 1, 1867, to completion of work. B. D. Frost.............. | Principal Assistant Engineer..... February 1, 1867, to June 18, 1867. R. H. Temple............ er ‘“ eo | June 10, 1867, to February 10, 1868. W. C. Cranmer......... ..| Assistant Engineer.............. December 15, 1866, to June 15, 1867. C. H. Knickerbocker..... a Seen | January 1, 1867, to completion of work. George Morison........... ce eee October 15, 1867, oe o William Reincke.......... Draughtsman................05. April 1, 1867, “ se Joseph Tomlinson ........ Superintendent of Superstructure. October _—__1, 1867, te ot E. L. Bostwick........... Superintendent of Carpenters....| February 1, 1867, “¢ “ John McCollum .......... Foreman of Carpenters........... January 24, 1867, to May 7, 1867. W. B. Spence............ eee eee April 1, 1867, to completion of work. J. H. Herring..... Tee “ (6 ec eeeeeeee April 1, 1867, to January _—8, 1868. P.S. Gidley.............. “ CoCo CCC April 1, 1867, to completion of work. Edward Kyle......... wel & ee June 1, 1867, to March — 31, 1868. Joseph Robb............. oe ee eee errr June 1, 1867, to January 20, 1868. J. M. Green...... 0.0.2... a eee November 1, 1867, to April 4, 1868. M. W. Vanorman......... od CCC CECE April 1, 1868, to November 8, 1868. E. Davis................. St 86 gga0000c0ne November 13, 1868, to completion of work. Charles Hutchins......... Se eee Perr September 1, 1868, to May 8, 1869. P. McAnany.............. ac ee Eee re Tee December 16, 1868, to May 8, 1869. W. K. McComas.......... Superintendent of Masonry...... April 15, 1867, to completion of work. S. P. Thompson.......... Foreman of Laborers............ March 29, 1867, to November 31, 1868. Peter McGee............. Foreman of Pile Drivers......... October 31, 1868, to May 15, 1869 John McGee.............. Foreman of Boatmen............ October 1, 1867, to completion of work. W. H. Crampton...... '....| Superintendent of Laborers...... February 20, 1867, to July 10, 1868. Joseph Neville............ Foreman of Laborers............ February 1, 1867, to June 7, 1867. A. J. Crouse.............. ne Fae ge bela b te June 10, 1867, to July 20, 1867. R. S. Scott............... es M6 vases geonne October _—1, 1867, to January 12, 1868. VY. C. Wood.............. ce FS gies dee bese aie June 1, 1867, to completion of work. Lyman Beebe............ Master Blacksmith.............. April 15, 1867, to May 15, 1868. Joseph Thayer............ “ Be Loa sale dla ing og Wiete June 1, 1868, to completion of work. 140 | | | APPENDIX. AppENDIX H— Continued. NaMEs. OccuPATION - TERM. Peter Soully.............- Submarine Diver...........--..- September 1, 1867, to September 30, 1868. G. A. Bailey.............. 6 ccc eee eee eee September 13, 1868, to January . 5, 1869. Joseph Battles............ “ 6 eee eee eee February 15, 1869, to June 6, 1869. E. P. Harrington......... “ Bocce ee eee eens February 16, 1869, to March 15, 1869. J. H, Phillips............. 6 Pee Eee er February 16, 1869, to March 15, 1869. W. OC. Perry.............. “ foe ee cecseneeee February 16, 1869, to March 15, 1869. J. §. Quinn............... “ 8 cee cece ec neees February 16, 1869, to March 15, 1869. J. W. Van Norman........ &e Bo cee cc cee seees February 16, 1869, to March 15, 1869. J. H. Cowing............. “ occ c ec euccseee February 16, 1 69, to March 15, 1869. Moses Torrance........... “ eer December 14, 1868, to March 7, 1869. O. Byan.......-..5+.s000. Captain Str. “‘Gypsey”.......... January 1, 1867, to October 16, 1867. J. S. Bellas............... 6 (6 ecw cence October 20, 1867, to completion of work. J. A. Wise............008 Pilot Str. “‘Gypsey”............. June 5, 1867, to February 18, 1868. T. J. Boone............... oe Cee aT eerry: February 15, 1868, to April 20, 1868. J. N. Montgomery ........ cs eee reer May 26, 1868, to completion of work. Thomas Newkirk ......... Engineer Str. ‘‘Gypsey”......... June 10, 1867, to October 17, 1867. D. C, Riter............... 6s ot vO ew eeses October 18, 1867, to November 21, 1867. A. W. Hardy............. 36 oe eee ae December 1, 1867, to completion of work. J. R. Balis............... Auditor. 0.2.0.0... cee eee eee eee February 20, 1867, to completion of work. G. E. Pitkin. ............. Accountant..........0 see eee eee July 15, 1867, “ “ Employed by Masonry Contractors : . Nelson Gautier ........... Superintendent of Masonry...... September 19, 1867, to completion of work. Adrian Mitchel............ Foreman of Stone-Cutters ....... September 19, 1867, oe oe Maurice Scanlon......... ss oe 6 es = March 4, 1867, to December 20, 1867. Peter Shipner ............ a6 te Oe es December 20, 1867, to August 26, 1868. P. K. Smith.............. Bookkeeper...........2..-..2205. March 1, 1868, to completion of work. Employed by Keystone Bridge Co.: Clement McMahon........ Foreman of Raisers on Draw..... H. M. Shotts............. Asst. Foreman of Raisers on Draw F. 8. Kauffman........... Foreman of Raisers on Fixed Spans) Bh, TIL, 6. bh side ans OBS Foreman of Framers on Fixed Spans APPENDIX. . 137 APPENDIX F—Oontinued. 176 Ft SPAN. Leneta, 173.25 rr. ; Herat, 22 rr. ; Deap Loap on EAcH TRUSS, PER PANEL, 14,850 ues.; Live Loan, 13,860 xs. No. PANEL. Upper CHORD, LowrErR CHoRD, Main Brace. Main TIE, CounTeR Brace. | Counrer Tix. 1 56,523 48,448 98,816 115,285 | we fee 2 5 158,419 145,344 90,276 98,816 A en er et 3 | 234,165 226,092 73,828 90,276 | oueee fe ee 4 298, 765 290,690 65,310 73,828 | eee ee 5 347,215 339,138 48,840 65,310 15,900 15,900 6 379,511 871,437 40,321 48,840 15,900 23,852 7 395,659 387,585 23,852 40,321 23,852 23, 852 L380 Ft SPAN. Lenera, 128.3 rr.; Hereut, 22 rt.; Dean Loap on EACH TRUSS, PER PANEL, 13,150 tgs,; LrvE Loan, 16,000 xs. | Counrer BRACE, Counter TIE. } 4 42,510 34,008 67,493 84366 | ee | eae | 2 110,526 102,025 60,882 67,493 | ee fl. | 3 161,539 153,038 | 43,009 60,882 bevee 9,261 4 195,548 187,046 | 35,397 43,009 9,261 18,523 5 212,552 204,050 18,523 35,397 18,593 APPENDIX. 138 ose‘2¢ | 096‘0¢ OLL'8S | OLF'8E ozs‘9¢ | 008‘9z 003‘T% | o9¢‘et 026'9 | 086‘F OAT} /BBO NT eeeer sates estes Soveee a seeeee serene teeees ‘OL Uy UyByg "XOSF—s® L98'G— 06983 =H iVIORUOT eee eee wena Berens ee eaee seer ee eee ee poling a31O MA “86 g°48 GL°GL GL°6¢ g OF €8 x jo onwa ‘dadvoTt WUV UNO | | | ; | | “OL, on | Fearne es | we eeere veeeee oe ese eeee sogeeee we eeee > “oan PON ¢°g0L | FT 062‘ oLF% T@E | &T ogo‘GT | OTE | G2°S8T | 3 079'8s | O8FTS’ | G2°9FE | IT ose ‘th | og2‘TE ‘O9L | OF o9L'9g | OLg'sh | GAT | 6 oc6'T2 | o96's¢ | Gzz8r | 8 068'28 | 026'¢9 | Gs'ToZ | 2 OF9'FOT | ogP'82 | @°aIZ | 9 09¢°%2t | 026‘T6 "08 | OL9'0FE | 00¢‘¢0T i re 066'69T | 066‘6IT QL°698 g | 08‘08T | OLT‘98T | 928 | BS o2t‘99r | o90'tat | gtoee | Tt | bccn Nip el —| uy aeng | ruaioat | yo onwa | “on | ‘© O8F — 5x 596" — 06169 = 8) ty TARUO, | ‘daaVOT SWUV HLOd | 009‘9 000‘8 09 ‘OT O8F' FZ 096 ‘ze 009 ‘TF 00F0¢ 098 ‘9g 08st ‘89 092 ‘22 00z‘28 008'96 09¢‘90L 00T ‘96 *OLL uy ayRqs seeeee 000‘9 000‘9 OZL‘2E 098 ‘ST. 062'FZ 002 ‘TS 00828 0z¢'FF 09g ‘Te 068‘8¢ 00F'e9 02662 098 ‘28 *perseg9 qUFIOM FT &T ol Ir Or 6 T “OLL ‘ON "NUdQ) AVA | ! 4 seer were ene eee ewe ene 000‘LF 000‘92 00026 Looo‘sz 000 ‘66 000‘%8T 000 ‘69T L “uoIsua oD eee ee > So am ws 4 N 000292 00¢ ‘e98 | 000‘82F L000‘66¢ *uoTssard u10 Se *paoyp 0Mo'] eee ee seore f000‘92 000‘%6 00066 000‘%6 0006 000‘z6 000‘82 ( 000‘66 | 000 ‘81 000 69T. “uorssead utog) L “WOISUa 00¢ IZ | 000‘29% Love ‘gag ee es *paoy aaddQ wee eeee seen ene 006‘9F 008'92 oor'z6 006 ‘T6 006 ‘82 0066 OOT‘ZET 002 ‘69T 00¢‘eT% 000‘L9% 00g ‘egg 002 ‘CLF 008‘86¢ seer ee "saws paoyp Stee eee eee 896 690'T FPG 'FS8'T 826 F8E‘S PGP ‘LIG'S BEF ‘EGS 'S O9TT86'% 928°L01'F 98e ‘Zer'G 989 ‘880 ‘2 O8F ‘86'S SBE B2E ‘SE BIG ‘POL'OL 088‘98¢ ‘0% “ST OUIOP *SCUOH) FHL NI SNIVUIS WORIXV, TIX WIT oes ‘81807 pun sayy, Jo buzsayaT pun burswequunyy sag "NVUDVIG Now NAVI 1 ee eeeeee Fee ee reese ¥ RVers eeee “180d 40 NOILVNDIFAC ‘SET OVI‘ ‘avory marry ‘savy 096 ‘s8OUJ, HOVE NO LOOY uma AVOTT Ava ‘Q'S ‘UHDIGDA, GN ‘ g' PE ‘LHDIDE, IVUINGD {Lg Z8T ‘Way @NO do HLONDT "LAWTUC GEG NT SNTVELLS “Oo XIGNUddV eee as APPENDIX. APPENDIX H. 139 List of Persons Employed on the Kansas City Bridge. NAMES, | OCCUPATION. TIME. O. Chanute..2............ | Chief Engineer ................. February 1, 1867, to completion of work. B. D. Frost.............. | Principal Assistant Engineer..... February 1, 1867, to June 18, 1867. R. H. Temple............ | ce cc SB oaooe June 10, 1867, to February 10, 1868. W. C. Cranmer........... ; Assistant Engineer.............. December 15, 1866, to June 15, 1867. C. H. Knickerbocker..... Oy 6 sae beseceranes January 1, 1867, to completion of work. George Morison........... | — eee ere October 15, 1867, ts es William Reincke....... ...| Draughtsman...............000. | April 1, 1867, o “ Joseph Tomlinson........ Superintendent of superstructure | October — 1, 1867, a E. L. Bostwick........... Superintendent of Carpenters....| February 1, 1867, “ “e John McCollum .......... Foreman of Carpenters.......... .| January 24, 1867, to May 7, 1867. W. B. Spence............ “ eee Ce rey April 1, 1867, to completion of work. J. H. Herring............ a 66 denen ee eee April 1, 1867, to January 8, 1868. P. 8. Gidley.............. oe ere reer April 1, 1867, to completion of work. Edward Kyle............. cc ree June 1, 1867, to March 31, 1868. Joseph Robb............. oe 66 eee eee eee June 1, 1867, to January 20, 1868. J. M. Green.......,...... : er November 1, 1867, to April 4, 1868. M. W. Vanorman......... oe ee eee April 1, 1868, to November 8, 1868. E. Davis............--... cs eee November 13, 1868, to completion of work. Charles Hutchins......... “ eC CCC O Oey September 1, 1868, to May 8, 1869. P. McAnany.............. ‘ ee eer eee December 16, 1868, to May 8, 1869. W. K. McComas.......... Superintendent of Masonry...... April 15, 1867, to completion of work. 8S. P. Thompson.......... | Foreman of Laborers............ March 29, 1867, to November 31, 1868. Peter McGee............. Foreman of Pile Drivers......... October 31, 1868, to May 15, 1869 John McGee.............. Foreman of Boatmen............ October 1, 1867, to completion of work. W. H. Crampton...... : ...| Superintendent of Laborers...... February 20, 1867, to July 10, 1868. Joseph Neville............ Foreman of Laborers............ February 1, 1867, to June 7, 1867. A. J. Crouse.............. os ee June 10, 1867, to July 20, 1867. R.S. Scott............-..! “ eee eee ...| October 1, 1867, to January 12, 1868. V. ©. Wood.............. $6 saeco ene vols June 1, 1867, to completion of work. Lyman Beebe ............ Master Blacksmith.............. April 15, 1867, to May 15, 1868. Joseph Thayer............ od 660, dap’ go's sins June 1, 1868, to completion of work. 140 NaMEs. OCCUPATION. TERM. Peter Scully.............. Submarine Diver..............-- September 1, 1867, to September 30, 1868. G. A. Bailey.............. “ cece eee eees September 13, 1868, to January _—5, 1869. Joseph Battles............ “ OO cet eee ceee February 15, 1869, to June 6, 1869. E. P. Harrington......... “ Occ cece re scces February 16, 1869, to March 15, 1869. J. H. Phillips............. “ Ge ecw cee ee es eee February 16, 1869, to March 15, 1869. W. C. Perry.............. “ [eer February 16, 1869, to March 15, 1869. J. S. Quinn. .............. “ eee eer February 16, 1869, to March 15, 1869. J. W. Van Norman........ 66 BO cece eee eee February 16, 1869, to March 15, 1869. J. H. Cowing............. 6 Ole ce eee eee February 16, 1 69, to March 15, 1869. Moses Torrance.:......... & ECE e eee er December 14, 1868, to March 7, 1869. CE yaa eee ere Captain Str. ““Gypsey”.......... January 1, 1867, to October 16, 1867. J. S. Bellas............... “ (eee October 20, 1867, to completion of work. J. A. Wise............005, Pilot Str. “‘Gypsey”............. June 5, 1867, to February 18, 1868. T. J. Boone............... & re February 15, 1868, to April 20, 1868. J. N. Montgomery ........ ce eer May 26, 1868, to completion of work. Thomas Newkirk ......... Engineer Str. ‘‘Gypsey”......... June 10, 1867, to October 17, 1867. D.C, Riter............6.. & “ BB ssoco0000 October 13, 1867, to November 21, 1867. A. W. Hardy............. cs 66 WW sc000000c December 1, 1867, to completion of work. J. R. Balis............... Auditor... 0.0.0.0... cece eee eee February 20, 1867, to completion of work. G. E. Pitkin. ............. Accountant..........e cee eee eens July 15, 1867, 36 oe Employed by Masonry Contractors : Nelson Gautier ........... Superintendent of Masonry...... September 19, 1867, to completion of work. Adrian Mitchel............ Foreman of Stone-Cutters ....... September 19, 1867, 06 ce Maurice Scanlon ......... 36 oe eer March 4, 1867, to December 20, 1867. Peter Shipner ............ bs ee eC ere December 20, 1867, to August 26, 1868. P. K. Smith.............. Bookkeeper..............20. 0005 March 1, 1868, to completion of work. Employed by Keystone Bridge 0o.: Clement McMahon........ Foreman of Raisers on Draw..... H. M. Shotts............. Asst. Foreman of Raisers on Draw F. S. Kauffman........... Foreman of Raisers on Fixed Spans T. J. Bell................ Foreman of Framerson Fixed Spans APPENDIX. Apprenpix H— Continued. LOU 5 bee Sd Leo a a A aN 4H A We WZ “Ad : “ ON C YSlquy “puerays e NUS UO HT Spry TEM ¥ NAAVIN ae a eal WATER RECORD JANUARY MARCH APRIL _ ; NOVEMBER ‘ 14 2a 28 2 4 4 28 oe Ee ee Caleta a eg ‘ es — 28 a Ly ae _ S 2B ool bree Es ay Le 28 28 Nise : ee ee to ke | | | | bo | CROSS. SECHON. OR SRINER: Showing changes inthe bottorn 150 AV. A 140 + =44 4 730 4 qi 4 a 4 720 110 T | | 700. Yl February 1% 7867... 60) Marck 20% a Oy FE FOBT August 77867. PLAN OF PONTOON PROTECTION For Stearnboats passing down through Draw. mace 4 097-8 61 per mile..4.04-24.12 permile.. a+ 10. 62.8 per male... aninatesevel.. A ee SO a he seo er ata | | \ S | : | \ \ | | 1s] XQ \ | 50 | | is S ‘ 140 | | oa ge hateel YY yu Depot Crounds Seale of Feet | atey NS ] 4 130 | r Cross Section t oi, i ve ae ei 74 : Te R ¢ - Benhe . + 120) ee eae Yj 7 US AS Git + S S WSs RK w..Hew, as SL SX \ -, 9 700 200 300 409500 7000 1500 2000 2500 3000 3500 110 SS SSS S TORU: Laake, ! = fi i Sie ee es 1 aig NORTH . \ SOUTH ; wool 0 10 20 30 40 50 60 120 780 240 300 Pontoor a pa ds i | END VIEw. PROFILE & ALIGNMENT OF BRIDGE LINE & APPROACHES D.Van Nostrand, Publisher, } " MAYER & MERKEL, 4t FULTON ST. NEW YORK. Elevation Egle HEH Aaa rari Ete al-p-pob tt td tt oe Eacbpee Pa eee 1 ‘ t ES =; Tr MIMI CRIGIe hele RRR qOT AOE CO IGRI SWRVO \ oe WATER DEADENER. CAISSON . Seales of Feet va TUTTE AA AAA Se ee SS ES ESS SSeS er WS ST SES ease 2 Ceceesaneh Wonks: ice aap Ok a OA ee SE - 0.98 40 20 30 40 50 60 Pee iy n L a ies ° e e t e eo / ee er ener Oh ee ES Abs Of Pier 2 2 es V/s ee ee ee ee Stand Z ' ° ° ° ° ° ARRANGEMENT OF PILES FOUNDATION WORKS PIER NO. THREE. PIER NO. TWO Interior View ce Esl —, Hh in HW xt AE Hi Witt A HT! SIDE VIEW Showing Caisson partly built & method Of securing the Piles D.Van Nostrand, Publisher, NY. MAYER & MERKEL, 41 FULTON ST. NEW YORK. id st EE WME LOAN VIEW INTERIOR DREDGE NGO. One THROUGH {ON Shor FOUNDATION WORKS PIER NO FOUR Scale of Feet D.VanNostrand, Publisher, N-Y, MAYER & MERKEL Lithog. 141 Fulton Stn. ERO Re sik exer CAISSON PLATE V. [oor Tn = See eee S a 3 3 § 8 3 3 = Co pe Oo Zz za at z 2 : : E 2 2 4 Oo > 3 © ol dy oO Done i £ 6 See ee Ree ee coats of a Zz -_ ° a Oo z 3 a 5 & INVERTED CAISSON 7 Interior View 3 1s ; es 50 i e e e e e e e | \ e | ot e ° 2 = / a ay ee ; lesa : tess "4 ° ° Ma ra ° WORKS Scales of Feee o 10 Diptera eee renal beceakeebaee hea ° s leet neces 2 Pie ee PIER NO. FOUR. Zz = d ) Oo oe |: s! e = — ° e e | ' 1 e & i 5 : wo < - e e i ‘ e : a ° a ae EMS q 7a : Ps > i oo e#- \ ° Pest oe, © Nese fe s uu i oS Ae e ° e ° ° OF WORKS Line of chafing shown ix dotted kines SECOND FLOOR NO. ONE OREOGE D iving Rogm for Actual Length see Plate 1V. OF oP aS PLAN F FLOOR FIRST otted lines ind Line of Travellers shown ST. NEW YORK TON ris R.& MERKEL, 4b MAY E h h Horizontal Section Plan CAISSON AND FALSE-WORK SUPPORTS. PIER NO. FIVE Cross Section Eower Section only shown Pile SH05 Front View of Chain Dredges 2 Back View of Bucket DETAtI \\ Pile Shoe k SheetZile 2 be Top View of f Bucket End View Side View BETON’ BOX 7 re sepeemersse ee ES | | i i 1 i 1 i 1 a 1 { 1 1 i 1 i | _ Base of Bier above Footing _ PLAN OF SHEET PILING PIER NO.SIX heet Piles MAYER & MERKEL 4+ FULTON ST Elevation 100 Lif: . | | 38.5 + 3 5.75 Swe View Bre a End Vrew. Blevature. EIGHT FOOT SEVEN* TOOT PIER EIVOT (sed as False~Works for raise the Tron Superstructure— Scale of Feet. TEMPORARY. DRAW PROTECTION. are ay Ce 80 Cale ee — i OS F048 20. 60°! Mee BO" 60) ve 8 Fakseworks , PILLAR Elevation LA Oe ES Eo SOUTH ABUTMENT VS y MAYER & MERKEL, l4i FULTON m D.VanNostrand, Publisher, N. ys ST. NEW YORK. FLOATING DERRICKS Scale of Feet D.VanNostrand, Publisher, NY. : ; A ; x * . : : MAYER & MERKEL. i4! FULTON ST. NEW YORK. zed RAE LLL KL KELLEY YY YY YY YY Tigh Water of 184+ r = Serene SOUTH [76 Feet 2Pawn Scale of Feet Te ” e 2 dard Y 30 35 ao ae - flo oo oo00 no dao noes ee ae cree MAAN UNA ETC CECT Wagon Way | ao END VIEW. : PLAN SHOWING APPROACH, “ ' | : D.Van Nostrand, Publisher NVY. = i: R& MERKEL, i4t FULTON ST. NEW YORK: PLATE X, ANGLE BLOCK OVER END POST. Side Elevation. , Transverse Elevation. 248 FEET SPAN. : Scales of Feet. General Plans é Oeaeae oe Ba ae Details. isso: Ne iz Be ie ak See GENE RACE ELEVATION, a ee a { \ ae po’ \ A \ \ \ \) . x ; \ \ \ * \ \ f \ \ \ \ \ \ \ A \ y om : f m. \ m x Sa ee m M_ I ae Me i : | ; tv ye. TOP ANGLE BLOCK NEAR END = TOP ANGLE BLOCK NEAR CENTRE. an Side Flevation PLAN OF TOP CHORD. Side Elevation cn e ei Zoe Transverse Elevation End Elevation. PLAN OF BOTTOM CHORD. BASE FOR END BRACES AND POSTS. Jide Elevation : nd Elevation & Section. LOWER ANGLE BLOCK. : StdeLlevation. i se tae i ae eu a = ae = ~ . MAYER & MERKEL, D.Van Nostrand, Publisher, N.Y. MEUFULTON ST. NEW YORK. / Be ..rOR gesmesen), SED Soe N Ly Mam) eT TT Mogi TM fern ii TT Ty TOT TT Cit es a HU MUTT TTT Tt i , g F aanis SS \, PERE T. Se Aa ae a = aT Sae= RRR 1] | YIN | HH] LAIN | KIN VAAN . BEAT A, A a a A | 1 a SoS —_ YT YN Tit VN iit tA Hii BAT it 1A He) d [EN | Nea Seis oa Toe Bee See | =H OF THE os LILO 2s 22> ee: NY Ny WOOOOOOOO®: | meagre . Te a See) : 2 ERE CRA KANSAS CITY BRIDGE. SSS IANa . IN ge CROSS SERIOm oe PIVOT CENTRE LINVILLE ano PIPER PATENT. Fatented Jan 14 1862 and Oct. 31° 1865, | oy | | RG) WT C Cw Cross SECTION. BEND VE W: D.Van Nostrand Fublisher, NOT. MAYER & MERKEL, 41 FULTON ST. NEW YORK. ~ 36 104 — 152 -195 ~ 252 283 —286 -— 292 248 FT. SPAN 130 Fal SiR AN Figures on Skeleton Diagranis show Maa mune Strati S@PRAUN. SHEET Scale of Feet in hele te Ine eb Leet sith clean Moment Pounds Seale o Seale o; 500089) DIAGRAM LINVILLE ano PIPER PATENT. Patented Jan 14% 1862 and Oct 31' 1865. +134 +108 OF 20536880 + = 4637360 Y-« 536880 MOMENTS IN DRAW Effect of Live Load alone on One Arm Effet of Live Load alone on Both Arms Moments for Open Draw Moments One Arm Loaded Moments Both Arns Loaded Resultant Curve of Maximum Moments Pic MAYER &M PLATE XIL » Nostrand Publisher, NY : ‘ a : a / a ; ow + 7 . 4 “ee M : f : ih . s " we dat ; : 1 ; ; - : : of oy : . * : : hong : : + : an ¥ ve ; ‘ : ‘ : Oe ; : : : / a ‘ o - . - c 4 ~ . . - L : + - - : 5 ; : - : . 7 : - : : N , ew - ¥ ” - + - , - : fe i : 3 a : . # Fy : ; : 1 : ; ; | ee : ry : ; ” = *, - . . - tos, 7 . - s r », nh : de BDO 7 : 7 coe “ i i 7 - eo eee no : eh 2 : * i, 4 LPs ok , : 5 ; oye Be ee %. a : : : : ae GA hyo : os a : ne SS s SS Las BA S Ww Ls ¥ Se SEAMS: Ne ww ‘ QE iB : . : f Daas. ave we 7 ‘ s —s 7 = a - NSA / ee eo / x / ; Ses SERA x“ . : sy SS x 3 oS 7 : oie 3 Sovnth) ySews sc - ~e : es a - 7 - : : - . Ss ite = aN s ‘ : sf s y a8 wee . . . Lo 2 : : Pare : - oe : : : ~y vt * 5 : ; we : gee et = Re was. ; x ~ s xe® . Las : SO . - . Sg Aca . ee an : ao ARES aN - - Ta s Fe Xe aN wat . og Sy YS . - ae aes . ey sare aS . ONS. nS WRASSE OE SN AS - : - = : = os : i wes ee ws. 5 - : ose SS wo xa Ss st w EN e e , . « ox ‘ : - : Se OS x ee < 7 — a 7 is ~ nT os - : Veo Sots x ‘ ard SNe >. ooo on - x woe 5 ~s 8 MS . . 7 - : > save < - : ; as 7 ERAN > A - ~ - - 5 ERRNO : - x ’ > : 7 == : \ : Boake . z oo ah, ae » wok 5 * ao 7 a - - : . As x Sees - % 7 [ oe ‘ « Toon = - x . - ee vn . xa St - - 5 . 48 ee . * * » ‘ * - dati rae: , ps ARS eee oN ene ae ad 4 LAD aN MET AN) As cp PS ra ent See. ek ee a ne yi, a ee ae a tye he a NP Ae Be Us be Vie be OO Oe OG We VEN OD he py Oe Oe Lr a Se ee ee PWM Td Rk all dat haliailly al ew» Me ay Wee Be Neen ame ere | Wied beeb aie sh MAUR SRO ptm or: ee PT Ly S adie ke we eh en rn ie sik ; Ne ER BOe ge 7 pa 2 ee ea fa Coes 42 ss s Cadg ee ee ting bs 3 ee et ee a ee ee ee oe eo eo, hc res Sl Rae ee toe ee ne ee ee ee a aa A aaa la a ea eee tet wee eee Sh ine hteatinn ated * mJ * i 7 sa + aa ofS Wy H 1 f ; 4}: ae Meg cf AY Sta eee , a bs i: eae aa ees OMRON | Tema eae Se: eo Se ee eee Ce BS eee ie en) e+ p ov 2 ho de